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Plans (39) AII=MEt S7J- lC- tO2-C>7 NitSw MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-409_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: R46042121 thru R46042159 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. \���D PROFe ��\� �NGIN�FR /(I* 83640PE <' OREGON *S ( &q RY 12 O�� % SOON Di.firt,-cure EXPIRATIO r r 'ter'-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042121 PL15-409_UPPER F01 Floor Girder 1 1 Job Reference(national) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s J0111 2014 MiTek Industries,Inc.Thu Dec 03 14:37:57 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCtl11oa5Q8ukLNin0C8HaPgOikYeyjkzbugDS4LsANFyCcwu 1-0-0 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 _-.1 p 0 N 1 I ■ ,,,1 •-_I, 4 3 1.5x3 II 3x4 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud 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 Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) <0" R Opp sLr ��5 NGINE9 i�29 8 a40PE d 9 ORE •N OO SOONO Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Deign valid for use only with We®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 info the overall building design. Bracing indicated is to prevent budding 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 Quaily Criteria,DSI-89 and ICSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042122 PLI5-409_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Parc Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-C9mYmwmDgd9b3b094yZPM BF WEyvT570u mJ5q_ayCcwr 0-1-8 H 11-x0 1 P-8-01 12,0 13-S-711i�i PY11-131 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 I I 4x6 I I 5x6 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 42 ° H A. H :, e ►, Le L ,. hJ �- m ,.; hJ \H/A\_ a r,. I N ' e J e1 e I a ,B. 9� 'e 9 a0 161.14 -- e 14. OM d 41 40 39 38 37 36 35 .34 33 32 31 30 29 28 27 26 5x6 I I 6x8 I I 6x8=3x6 FP= 5x6 I I 5x6 I I 3x6 FP=5 II 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-7 I 10-6-7 tli-1-7I 1 23-0-4 1 10-6-7 (1-7-0 11-11-13 0-7-0 Plate Offsets(X,Y)- 133:0-3-0,0-0-01,135:0-3-0,Edoel,141:0-1-8,0-0-81.142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.30 34 >944 360 BCLL 0.0 Rep Stress Ina NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1738/0-5-8,26=1460/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2053/0,3-4=-2053/0,4-5=3815/0,5-6=3815/0,6-7=-5351/0,7-8=-5351/0, 8-9=5351/0,9-10=-6071/0,10-11=6071/0,11-12=5955/0,12-13=5955/0, 13-14=5690/0,14-15=-5690/0,15-16=5173/0,16-17=5173/0,17-18=4311/0, 18-19=4311/0,19-20=4311/0,20-21=3119/0,21-22=3119/0,22-23=1699/0, 23-24=1699/0 • BOT CHORD 40-41=0/1093,39-40=0/2964,38-39=0/4611,37-38=0/4611,36-37=0/6017,35-36=0/6071, 3435=0/6071,33-34=0/5955,32-33=0/5955,31-32=0/5465,30-31=0/4823, 29-30=0/3745,28-29=0/3745,27-28=0/2439,26-27=0/907 WEBS 2-41=2001/0,2-40=0/1849,4-40=1756/0,4-39=0/1640,11-34=271/0,24-26=1677/0, 24-27=0/1527,22-27=1426/0,22-28=0/1309,20-28=1207/0,639=1535/0, 6-37=0/1425,9-37=1354/0,9-36=0/257,20-30=0/1091,17-30=986/0,17-31=0/674, 15-31=563/0,15-32=0/434,13-32=-494/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. ro PROFess3)Refer to girders)for truss to truss connections.4)Bearing at joints)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacityG)NE4- /<2 of bearing surface. ?j95)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 .40 PE f" be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-6-0,and 177 lb 1 down at 16-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). r.,..- -74.ORE N �� O 0. LOAD CASE(S) Standard L/y, Fy'12,2 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 O 0 Uniform Loads(plf) SOO Vert:26-41=8,1-25=80 Concentrated Loads(lb) Digital Signature Vert:9=-965(B)17=-177(B) EXPIRATION DATE: 12-31-16 December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil_ 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 info 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/SPtt Quality Criteria,051-89 and SCSI Building Component 7777 Greenback Lane Safely Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042123 PL15-409 UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53f Nt9S8dZANgLpvMEnZkyCdl1-C9mYmwmDgd9b3b094yZPMBFWNyzd53OumJ5Q.ayCcwr I 1-7-0 I I 1-9-0 1 Scale=1:17.8 6x6= 3x6 I I 3s6 II 3x6 II 3x6 II 3x6 I I 1 11 2 3 4 12 5 13 6 • a e d d N A 7— \ a e e I`2 d 3 . 10 9 8 6x6= 5x6 I I 3x6 11 6x6= I 9-4-0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.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. (lb)-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=770/0,2-0=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+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=10,1-6=100 .ikV PRQ . Concentrated Loads(Ib) Vert:4=132(F)3=132(F)2=132(F)11=276(F)12=132(F)13=132(F) ���-,,� �GNGINE .9 s' 8 e40PE f y OR SON STN . �y�°g RY Va O.-\ o sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4I _i ii AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 510-7473 rev.10/03/2015 BEFORE USE. - Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a buss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall TQ building design.-Bracing indicated h to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M(Tek is always required for stability and to prevent:collapse with possible personal injury and property damage.For general guidance regarding the - - - - ...... eenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria,DSI-89 and ICSI 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 R46042124 PL15-409_UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1-hLKw GnrRwHShlbLeg4eu0ogeLBXgTc2?zgNW1yCcwq 1 1-10-4 I I 1-9-0 1 0-48 Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 II 5x6 11 1.5x3 = 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 r lil �� 111 ii! lil �� it W lil W lil PAN S11 27 AlI II 9 cv 'NIP u �l oiii :i zs 25 24 23 22 21 20 19 18 17 2x4 II 5x8= 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4 = 1.5x4 SP= I 23-11-12 23-11-12 I Plate Offsets(X,Y-- 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.74 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 Stud/Std(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=1055/0,1-2=1080/0,2-28=-1080/0,3-28=1080/0,3-4=-2500/0,4-5=2500/0, 5-6=-2500/0,6-7=-3276/0,7-8=-3276/0,8-9=3416/0,9-10=3416/0,10-11=2918/0, 11-12=-2918/0,12-13=2918/0,13-14=-1785/0,14-15=-1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=-1373/0,15-18=0/1151,13-18=-894/0,13-19=0/709,10-19=-438/0,10-20=0/266, 6-21=0/461,6-23=-637/0,3-23=0/904,3-24=1104/0,1-24=0/1464 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. EQ PR QF 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,`SL� LOss LOAD CASE(S) ,N5 <c,.. EF9 /p Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� .40 P E 291' Uniform Loads(plf) Vert:17-25=-8,1-16=80 Or Concentrated Loads(Ib) AP Vert:28=-20(B) " ORE N. 0y-V&4 RY i 2 2 •0. OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 l f WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M147473 rev.10N3/2015 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 budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding 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 Gilead,DSI-B9 and SCSI Bonding Component 7777 Greenback Lane -- Safely Informaton 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 R46042125 PL15-409_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 14:38:02 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyCd11-9XuJBcoU CEPJJvAYCNbtRcLt61gla4TBEdax3TyC cwp 1-2-12 1.5x3 I I 1 3x4= 2 Scale=1:13.2 q q N A 4 3 1.5x3 II 3x4= 1 1-5-12 1 1-5-12 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl 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 Ina 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 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(tlat) 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. Opp ,\. t.NNGP EL" s,�2 8 ,40PE mac' iir •V ORE N o 2O �0L2 ygRY1 �O00SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 1 December 4,2015 1 1 •IMMA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. leffl Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not J 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing - Mitek° is always required for stability and to prevent colkrpse with possible personal injury and property damage.For general guidance regarding the =--- fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane 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 R46042126 PL15-409_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c53 KNt9S8dZANgLpvMEnZky Cd 11-9XuJ Bco UC EPJJvAYC NbtRcLr7laiZzZBEdax3TyCcwp 0-1-8 HI 2-1-12 1 2-6-0 1 Scale=1:35.5 1.5x3 II 1.5x3 = 1.5x3 = 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP=1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 a a 1a a aN. V444N INN. 7, - Z 4 17 e 16 15 14 13 12 1 3x4= 3x6= 3x6 FP= 3x5= 3x6= 3x4 = I 20-4-12 I 20-4-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.20 13-15 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.51 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:101 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) 11=886/0-2-12,16=886/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1750/0,3-4=1750/0,4-5=2406/0,5-6=2406/0,6-7=1835/0,7-8=1835/0,8-9=1835/0 BOT CHORD 15-16=0/945,14-15=0/2219,13-14=0/2219,12-13=0/2262,11-12=0/1076 WEBS 9-11=1334/0,9-12=0/940,6-12=529/0,4-15=581/0,2-15=0/998,2-16=1240/0 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. .\csikV PRo,c-6. ss c5 0NG I NE'F9 /O 8 0PE �f ifLe ORE •N ,•.� C> &4RY.%j. o' C' 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev,10/03/2019 BEFORE USE. 11111. Design valid for use only with MTeks connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage;For generarguldonce-regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Qualify Criteria,D56-89 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 R46042127 PL15409_UPPER F07 GABLE 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:03 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-dkShOyo6zYXAx31km576zpt2v90_IXCKSHJUbvyCcwo Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 ! a 1 0 c o o S 0 o 8 0 e a 0 0 9 9 I !. a 42 0 d H N a i F 9 e a- ., o e i q e ii i i p o o _~ 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= • I 1-4-0 i 2-6-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0.0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 14-8-. 1. 1 : : r 0-0-0 21-4-. 2 2 -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 1-4-0 140 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) Vdefl IA 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 Inc( YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �� 8 >•40PE �r" OP y ORE 'N On A. 0 O,y (iii RY'12 2 N4 �V SOON O Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. t, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Malek * is atways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss TypeQty Ply POLYGON PL15409 UPPER F08 FLOOR GIRDER 1 1 R46042128 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:04 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5w03clpkkrf1YDKwJoeLW1 QDgZMV1xCUhx327LyCcwn 2-0-0 I OT6r9 1 1-2-12 911-8 Scale=1:42.9 3x6 = 3x4 II 3x4= 3x4 = 3x4 = 3x4= 3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 va 9 C S c a /14111*• a 26 / d .11. / _ ! / a N 24 23 22 21 20 19 18 17 16 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 4x6= 3x4 = I 23-6i-12 252-0 23-6-122 0.-8 1-5-12 1 Plate Offsets(X,Y)— I1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) 0.00 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.02 23-24 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:138 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 23-8-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)18 Max Gray All reactions 250 lb or less at joint(s)24 except 17=768(LC 1),17=768(LC 1),23=392(LC 3), 21=364(LC 3),20=363(LC 3),19=361(LC 3),18=296(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-25=-377/0,25-26=-377/0,15-26=-377/0,13-14=0/286 BOT CHORD 16-17=286/0 WEBS 14-17=579/0,14-16=0/474 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 ib down at 24-11-12 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). <., 0 PR Opp, LOAD CASE(S) Standard ��5 ANG)NEF9 /0 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 2 Uniform Loads(p8) 9 Vert 16-24=-8,1-14=80,1415=180(F=100) 8 +40PE Concentrated Loads(Ib) Vert:15=272(F) 1110 0, 9 ORE =* r.� C>)ri 419'Ni Z��C? �0 SOON 0 Digital Signature j EXPIRATION DATE:12-31-16 December 4,2015 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors.This design is based onlyupon parameters shown,and is for an individual building component,not �J a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall `■ '` building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI7 Quarrly Criteria,DS8-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042129 PL15-409_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53tWt9S8dZANgLpvMEnZkyCdll-Z6aRpdgMV9ntAMv7tW9a2E2PgzhTmRidwbobfoy avrrl 004 Scale=1:14.0 1 2 3 4 5 6 7 a _ - - 1 — 6 Q o or or • 15 • e e ° e • 14 13 12 11 10 9 8 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 6-8-0 I 74-(1I I 1-4-0 1-4-0 14-0 1-4-0 1-4-0 0-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 Ina YES WB 0.03 Horz(TL) 0.00 8 n/a n/a Weight:38 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 7-4-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 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. :;.coc. ANG N �- s/o2 ct 8 -.4O P E 4.1 vt' yti OR SON o0 Oy Ci4RY122 �� � SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I -r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A111-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with Macke connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate the design into the overall M-Tek - building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is atways 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 Quatrly Criteria,056-89 and ICS!building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite Suite 109 Heights.CA 95610 Job Truss Truss TypeQty Ply POLYGON PL15-409_UPPER F70 GABLE 1 1 R46042130 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-Z6a Rpdq M V 9ntAMv7t W9a2EzPfzh Sm R hdwbobfoyCcwm OM 1 2 3 4 5 6 Scale=1:12.8 - - _ _ J e 14 1 0 4 N _ A e e e e 1 a 13 12 11 10 9 8 7 2-8-0 i 4-0-0 i 5-4-0 1 6-2-12 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. `ciik0 PR°FFss <cN" 0NGINF9 >O co 'L $ >.40PE r OP y ORE *N r.. 0'io Al RY -12\A 2 ZOC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 ~ December 4,2015 4 / WARNING-V e— erify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 6111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not M 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 MiTeic." is always required for stability and to.prevent collapse possible.personatinjury and properly damage.For general guidance regarding the A fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty PlyPOLYGON R46042131 PL15-409_UPPER F11 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Thu Dec 03 14:38:06 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-1J8p1zr GTvkoWrJRDgpbSVYXMxCVmGn9FY8CEyCcw1 0-1-8 H I 1-8-12 1 1 1-6-8 1 2-0-0 I Scale=1:38.0 3x4= 3x4 = 3x4 II 4x4 = 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 a o a e 9 /1 a d \ / N\ /a ss\ / X d000/ X 4 r e 2 ° - m 0' 21 20 19 18 17 16 15 14 3x6= 3x6 FP= 3x5= 3x5= 3x6= 3x4= 4x6= 1 1-11-12 2-1r4 2-4-18-12 I 1-11-12 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 16-17 >999 360 BCLL 0.0 Rep Stress Incl NO WB 0.52 Horz(TL) 0.05 14 n/a n/a Weight:120 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-20. REACTIONS. (lb/size) 14=856/0-2-12,20=1364/0-5-8 Max Gray 14=880(LC 4),20=1364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/346,2-3=0/345,3-4=-1381/0,4-5=1381/0,5-6=2237/0,6-7=2237/0,7-8=2294/0,8-9=2294/0, 9-10=2294/0,10-11=1556/0,11-12=1556/0 BOT CHORD 19-20=138/646,18-19=138/646,17-18=0/1900,16-17=0/2357,15-16=0/2017,14-15=0/881 WEBS 1-20=-484/0,12-14=-1191/0,12-15=0/912,10-15=623/0,10-16=0/374,5-17=0/492,5-18=737/0,3-18=0/1034, 3-20=1116/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 0\ Fs P R QFF. LOAD CASE(S) Standard ���'� �GNGINEF/4 s/029 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 •40 P E Uniform Loads(pH) re Vert:1421=-8,1-13=-80 Concentrated Loads(Ib) ��i Vert:1=-272(F) 4011. cl. -7 OREG• • N. 06On SOON O�,c� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 ®WARNING-Verify design parameter:and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 1411Y Design valid for use only with M7ek0 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 tenWel('web and/or chord members only.Additional temporary and permanent bracing el(' 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 QuaWy Cdteda,DS11-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15.409 1 1 UPPER F12 FLOOR GIRDER R46042132 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnzkyCd11-W hCEJrc1 m1 bPg2V7wB28f2IEmKXEJawNvHikgyCcwk 0-1-8 H 112-1 1i 2-0-0 1 Scale=1:43.4 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 a\II/ \ / / N /-N\HZ NE! ... .. wN1,21/ NEo 26 ICI 25 24 23 22 21 20 19 18 17 1.5x3 II 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x4 = 1 1-5-12 1-1-0 25-2-0 1-5-12 0-'1-8 23-6-12 i Plate Offsets(X,Y)— f1:0-1-8,0-0-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.09 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.14 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:167 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:24-25,23-24. REACTIONS. (lb/size) 17=622/Mechanical,24=2401/0-5-8 Max Gray 17=640(LC 4),24=2401(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/297,2-3=0/293,3-4=839/24,45=-839/24,5-6=1707/0,6-7=1707/0, 7-8=-1707/0,8-9=-2057/0,9-10=2057/0,10-11=1891/0,11-12=1891/0, 12-13=1891/0,13-14=1210/0,1415=1210/0 BOT CHORD 22-23=0/1327,21-22=0/1327,20-21=0/1933,19-20=0/2024,18-19=0/1603,17-18=0/668 WEBS 2-24=1393/0,1-24=465/0,15-17=890/0,15-18=0/720,13-18=524/0,13-19=0/382, 8-21=329/0,5-21=0/530,5-23=678/0,3-23=0/857,3-24=709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-1-8,and 1230 lb �� EQ PR©1c crs down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. Q� F 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��c0 ANG I NEF9 /Q LOAD CASE(S) Standard �� :.>640 P E 29 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(ptf) Vert:17-25=-5,1-2=150(F=100),2-16=-50 Concentrated Loads(Ib) Vert:1=272(F)2=1230(F) y ORE' .�() 0 '&4RY12.2 � 0O SOON o Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not + a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1,4iTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the --- B�. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Quorrly Criteria,DSS-B9 and KMBuilding 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 R46042133 PL15-409_UPPER F13 Floor 5 1 Job Reference Motional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-zhFaSfsEEn4$9S1 gdiYeiHgtbubAh4zno3cZ1 FG7yCcwj I 0-6-4.41-2-0 I I 0-8-7 4x4-1 1-2-0 1 1 0-6-1 1 ---f 1 2 3 4 5 4x4 = 6 Scale=1:12.9 1/ — J 13 R - N k/— — \--1 4x4 = 12 11 10 9 B 4 4x4= x4= I 2-10-11 1 3-5-11 I 4-0-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— f2:0-1-8,Edael.14:0-1-8,Edoel,15:0-1-8,Edgel.17:Edoe,0-1-81.110:0-1-8,Eddel,f12:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl 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'nor YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. '`0\ PROF-,t..9- w� tNGINEF9 /0q � �40PE r' r - ORE ' 0y (igRY12?, -\ 00 SOON '-' Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 .. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10103/2015 BEFORE USE. Is n 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 vse,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall Mire�. building design. Bracing indicated is to prevent bucklingofindividual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and fo preventcollapse with possible personalinjury.andproperty damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quakily Criteria,DSB-89 and BCSI Budding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Chms Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409 UPPER F15 FLOOR R46042134 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-zhFaSfsEn49S1 gdiYeiHgtbskAfKzIQ3cZ1 FG7yCcwj 1 0-6-4 1 1 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 • 0 N O e , 13 12 11 10 3x4= 9 8 1.5x3 II 1.5x3 II 4x4= 4x4= 3x4= I 2-10-11 1 3-5-11 1 4-0-11 1 8-2-12 2-10-11 0-7-0 0-7-0 4-2-1 I Plate Offsets DM— F2:0-1-8,Edae1,f3:0-1-8,Edgel,f9:0-1-8,Edgel,f10:0-1-8,Edgel,I13:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl 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/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=380/0,45=380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 410=262/0,2-13=620/0,3-10=0/446,6-8=437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PROF e s s5�� ti�°D cif p -v l - . 9 / 8 OPP A, s' O R •N r.cl, 0 '4/ RY122 0. �° SOON O Digital Signature I EXPIRATION DATE: 12-31-16 December 4,2015 i 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the bulding 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 MiJeIC" R is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the A. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPll 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 R46042135 PL15-409_UPPER F16 FLOOR 9 1 Job Reference(optional), Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-Supyf7ttYOHJf Cu6LDWD472uaxoi5cDrDmopZyCcwi 0-1-8 H 1 1-2-12 I P-8-41 2-0-0 1 Scale=1:42.8 4x5= 3x4= 3x4 II 3x4= 3x4= 3x4= 3x6 FP=3x4 = 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 \ 2 /07.N 2/0/0,.. 9N°///,' \ /d A 9 2 a � /j...., o XE e 2 ; e a A 24 23 22 21 20 19 18 17 16 4x6= 4x6= 3x6 FP= 3x5= 3x5 = 3x5= 4x6= 3x4= 25-2-0 1 11--55--1212 1-i-B 23.6-2 I 0-ii-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.21 19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.33 18-19 >867 360 BCLL 0.0 Rep Stress Ina NO WB 0.68 Horz(TL) 0.07 16 n/a n/a Weight:136 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23. REACTIONS. (Ib/size) 16=1013/Mechanical,23=1450/0-5-8 Max Gray 16=1028(LC 4),23=1450(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 34=1350/0,4-5=-1350/0,5-6=-2679/0,6-7=-2679/0,7-8=3209/0,8-9=3209/0,9-10=2943/0,10-11=2943/0, 11-12=2943/0,12-13=1881/0,13-14=-1881/0 BOT CHORD 22-23=-123/379,21-22=0/2105,20-21=0/2105,19-20=0/3036,18-19=0/3168,17-18=0/2504,16-17=0/1043 WEBS 14-16=1410/0,14-17=0/1132,12-17=842/0,12-18=0/593,9-18=304/0,7-19=0/256,7-20=504/0,5-20=0/797, 5-22=1042/0,1-23=399/0,3-22=0/1335,3-23=1100/0 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)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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��-° PR OFes LOAD CASE(S) Standard nNJ �NGINEF9 s/OiL9f 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform � Loads 8 .4-OPE Vert:16-24=8,1-15=80 Concentrated Loads(Ib) Vert:1=-272(F) 6'0 Y 1 O� O RSOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. milmr Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and a for an individual building component,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracingMiTek' ,., ..is always required:for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 77 77 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/oP11 Qualify Criteria,DSB-89 and SCSI Building Component 7Suite 777108 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F17 Floor R46042136 16 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc Thu Dec 03 14:38:10 2015 Page 1 I D:c53KNt9S8dZAN g LpvM EnZkyCd I1-w4NKsLu VJhPAGan4g3111IgDD_HH RXbM3tWM L?yCcwh ?-7-41 2-6-0 I 0- 148 Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 8 IA 9 • 9 e NJ7 :NN,7 N 7 NN\iN\-7 -4%.4i4N47 Ni... ..: 20 19 18 17 16 15Mil 14 13 4x4= 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4= °.1118 23-11-12 -8 23-10-4 I Plate Offsets(X,Y)— 119:Edue,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid 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 Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=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=0/731,418=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. cc<D'�ti�oD PROFFss 2 8 .40PE 7f + 9 ORE *N N. 0 '&4 RY 12 .7. 0. 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/032015 BEFORE USE. 1111 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 butding designer must verify the applicability of design parameters and properly incorporate this design into the overall ■■ building design.Bracing indicated is to prevent buckling of individual Inns web and/or chord members only.Additional temporary and permanent bracing MiTek.ek° --. •-is always required-.for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IYf fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/mPll QuaBfy Crtleria,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 846042137 PL15409_UPPER F18 FLOOR 3 1 Job Reference(ootional), Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries.Inc.Thu Dec 03 14:38:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-0Gxi4hu74?X1 uHMGEmG_IVDO3NdA_iWIXFVtSyCcwg 0-1-8 OW- 2-6-0 I Scale=1:40.1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 20 .� d I� N Z 19 18 17 16 15 14 13 6x6= qxg= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 23-8-0 I I 23-8-0 Plate Offsets(X,Y)— 119:Edoe,0-1-81,119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(TL) 0.07 13 n/a n/a Weight:120 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1461/0,3-4=-1461/0,4-5=2950/0,5-6=-2950/0,6-7=3206/0,7-8=3206/0,8-9=2235/0,9-10=-2235/0, 10-11=2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=-1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=-333/0,4-16=0/750,4-18=-1095/0,2-18=0/1511, 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)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. 5)CAUTION,Do not erect truss backwards. PR ������NGNO. s/.2 �� :,,>640PE �r y ORE ^� O,S.�(iq 13Y 2 fl, a�I �� SOON � Digital Signature I EXPIRATION DATE:12-31-16 December 4,2015 d -- 10/038015 BEFORE USE. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. �� Design yard for use only with M7ekc9 connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall .�'���,. building design. Bracing indicated is to prevent buckling of individual tans web and/or chord members only.Additional temporary and permanent.bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/till Quality Criteria,DS6-89 and ICSI Building Component 7777 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 CitruseHeights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PUS-409 UPPER F19 FLOOR GIRDER 848042138 2 1 aosississ Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 S Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-sSV5H1 vlrJfuWRxTnUnDrjlbsn27vZNfXB?TPuyCcwF 0-1-8 H I 1-8-12 I I z-z-o I 2_6-0 6 o Scale=1:38.5 1.5x3 = :x6 FP= 3x6 FP= 1.5x3 = 5x6 II 4x6 I I 1 2 3 4 5 6 7 8 9 10 11 12 a a a _ Wy N 20 ° 1 e e 19 18 17 16 15 14 1.5x3 I I 3x6 FP= 3x8= 3x5= 13 3x4 = 1-11-12 2-1)4 22-4-12 1-11-1z 0-1-8 20-3-8 I _14,,......,N._ Plate Offsets(X,V)- Fl:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.05 15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.09 15 16 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.23 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:143 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6 0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.l&Btr(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 13=811/0-5-8,18=3148/0-5-8 Max Hors 13=-1594(LC 4),18=1594(LC 4) Max Gray 13=868(LC 4),18=3148(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/829,2-0=0/828,3-4=1649/154,4-5=1649/154,5-6=-1649/154,6 7=2380/0, 7-8=-2380/0,8-9=-1842/0,9-10=1842/0,10-11=1842/0 BOT CHORD 17-18=1035/0,16-17=1035/0,15-16=0/575,14-15=0/749,13-14=501/163 WEBS 2-18=-1533/0,1-18=1113/0,11-13=-1338/0,11-14=0/917,8-14=519/1,6-15=0/360, 6-16=731/0,3-16=0/1140,3-18=1355/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Non Standard bearing condition. Review required. 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)608 lb down at 0-1-8,and 1200 lb �� �4 PRQ - c5'�+ down at 2-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. (� F 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� �NG(NE�9 /O LOAD CASE(S) Standard �� 29 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 OPE f Uniform Loads(plf) (/ Vert:13-19=-8,1-2=-180(F=100),2-12=80 Concentrated Loads(Ib) Vert:1=608(F)2=1200(F) y ORE I N �.� �O SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 8 0 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building component,not COCO a truss system.Before use.the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall 1111 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 propertydamage.For general.guidance regarding.the aw fabrication,storage,defrvery,erection and bracing of trusses and truss systems,see ANSI/TPI1 QuaBly 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 Carus Heights,CA 95610 Job Truss Truss TypeQty Ply POLYGON R46042139 PL15-409_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgOvMEnZkyCd11-SSVSH 1 vlrJfuWRxTnUnDrjlcun45vcQfXB?TPuyCLwf Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 L° a L• 0 d 0 d N FQ OF o > eo 20 19 18 17 16 15 14 13 12 11 11-48 I 11-48 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a Weight:551b FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 11-4-8. (Ib)- Max Gray All reactions 250 Ib 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. ,s,0 PR Oren 146: 19: ct 8��40PE 9f !!' 9 oR /p15).* . �' ��q RY 1 y°o sooty ° Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 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 appicabiliity of design parameters and properly incorporate the design into the overall MiTek* building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always-required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/Till QuaHy Crileria,05149 and ICS!Building Component 7Suite 777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F21 Floor 3 1 R46042140 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZl yCdI1-Kf3TVNwNccol7bWfLBISNwIkjBQZe3VpmrkOyKyCcwe taxi II 0-7-12 I 2-0-0 1J5x3 II 1 2 4x4= 3 Scale=1:13.0 J L 5 4 4x4= 3x4= Of1- 3-4-12 0-1- 3-3-4 Plate Offsets(X.Y)— 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 '••' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc 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. �-5 ttJG1NEF9 <O cif 2 .40PE �r- -7 ORE ,.. Oy2�gRvi2..2r,\O. L'O SOON O Digital Signature ( EXPIRATION DATE: 12-31-16 December 4,2015 6 Atr 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 component,not11111 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/TPI1 QuaBly 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 R46042141 PL15-409_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd11-Kf3TVNwNccol7b W fLB I SNwIkeB Nge_npm rkOyKyCewe 1-3-12 I 2-6-0 I Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 ya .. o d dN N • V 'INN. .e .1 10 9 3x4 = 3x5= 3x5= 3x4 = 14-3-12 I 0-t 8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.35 Horz(TL) 0.02 8 n/a n/a Weight:721b FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=-264/0,2-10=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. �,� ED PROre ,, `� NGi NEFR � /p9 8 a40PE f dr .Zt y�ORE N. � 2� ti8...- 0 ,-,• •• 0SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 84 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIh7473 rev.10/03/2015 BEFORE USE. mil Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,aridu is for an individual budding component,not a Inns system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall Mit@k° building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ->•is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the- 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,051.89 and BCSI Building Component Suite 109 Safely Informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95810 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F23 Floor R46042142 7 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(ootionall 7.530 s Jul 11 2014 Mick Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11 ordriix?NwwdlSrvvphw8rul bgwNOAy_VUZUmyCcwd 0-03_1-4 1 2-6"0I o-Hs 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 o • \ a 20 07 NNINfl& 40e7 N'IN 7 a • o -V- 19 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6 = 3x5= 3x8 = 3x4= I 21-6-12 21-6-12 1 Plate Offsets(X,Y)— f1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Lid 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 Ina YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=949/0,1-2=414/0,2-3=-414/0,3-4=2170/0,45=2170/0,5-6=2686/0,6-7=2686/0,7-8=1975/0, 8-9=1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=1420/0,10-13=0/1027,7-13=616/0,7-14=0/264,5-15=495/0,3-15=0/908,3-17=1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. '\�RD PR�FFSLS --5 tNGINEF9 /�2 mi .40PE -7 r-- 40 9 OREG�•�r.. C), k'& \( ?r•\ 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e __y 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 Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not � a truss system.Before use,the bulding 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 possiblepersonal injury and property damage.•For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7P11 Qualify Criteria,058-89 and 8C51 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 TypeOty Ply POLYGON R46042143 PL15A09_UPPER F24 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-G1ADw2yd8E2TNvf2TcKwSLN69?6p6zB5D9D70DyCcwc 0148 Scale=1:33.5 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 o e a a e ■ o e e e a ° - J 38 a d 37 z _ - - - _ 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 • 1 r 1-4 r �0 I :rr • . . r8-r 1 �r r :,r 1.�rr 4-r 1::r .0-0 . . 1-4-0 1-4-0 14-0 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 0-4-1 LOADING(psf) DEFL. in loc Vdefl Ud PLATES GRIP SPACING- 2-0-0 CSI. ( ) 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 Ina YES WB 0.03 Horz(TL) 0.00 19 n/a n/a Weight:97 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 20-4-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Uplift All uplift 100 lb or less at joint(s)19 Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,31,30,29,28,27,26,25,23,22, 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. \`cs?'‘-D P R OFess -4 : iiiior -2- ��ro tiNGiNEF9 /0 8 e40PE r i y 110 4/ORE 2���0 C1/2,0 sOON O`er Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 memo ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI47473 rev.10/03/2015 BEFORE USE. mi t Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall M-TPk" building design.Bracing indicated'a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,DSI-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15409_UPPER F25 GABLE 846042144 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-G1ADW2yd8E2TNvf2TcKWSLN5L76k62A5D9D7ODyCcwc 0-1H8 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 e e 8 0 a 0 8 0 0 0 0 8 v a 8 i ga 38 A d A a - ��W.. - - - - -.2% /V\/VV\i\7\/ /\� A AAAA- 7��]<x 7U�AAX� 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 : r . .. • r - I 8-0-0 9-4-0 10-:. 1 O.. 1„-.. 1. r r 17, . . :r ,.r r 2-6-1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/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 REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (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. '\ti�ED PRQ,c (15 tNGINEF41. /0 'V -5 8 .40PE ire OF of 00 p 9 ORE I. N. 0 '1'04 Y 12-Z��O �o SOON• O Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 4 __No e ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 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 propertyincorporate 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 bracingof trusses and truss -- T"' systems,uite3see Alexandria, Criteria,D58-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042145 PL15-409_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-kEkb70yGvXAK 3EE0Jr9?ZwDX0KOrFJFSpzgYfyCcwb 11-0-4 1 2-6-0 I 0-18 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 Pia 2t I I I I I Irlir, 0 Z., b4 t.,,..,,, Zii Ai i 1 i iii i i"IN s...,.,i 7...A il i hi i iiNN it.4.. ., d i::: / II iii it\ N 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 24-4-12 I 0-1--88 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a Weight:122 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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(lb)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. '`��Eo PROFFSs <cr�\� �CNGIN�F9 /02-9 : 5640PE f ' -4 ORE �dr o� 0GeA y°0 soo,l o Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 t N ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7173 rev.10/0I/2015 BEFORE USE. Nut Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate thb design into the overall MiTpk� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rP11 Quality Criteria.051-89 and/CSI Building Component 7777 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409 UPPER F27 Floor 848042146 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEn7JkyCd11-DQ IzLkzugrlAcCpQa1 NOYmTQ9oIBaprOg5iE55yCcwa I 1-7-4 I 2-3-0 I 0,1.8 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.503 I I 3x4= 1.5x3 = 1 2 3 4 5 6 7 o .N. _z_N.. _z_No,. 1 13 1 o I O N 1 I, 12 1 10 9 3x4= 305= 3x5 = 3x4= I 13-5-12 13-5-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) t/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.03 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 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(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=0/546,2-11=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. `(W PR°Fess Z7\0tNGINE�9 z ° 2 8 . 40 P E 71- 4110 Ar q Air ORE • >,Q, Oy0�q RY 12?ONJC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 _ 1 _ ! ®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 Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI. 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 MOM( is always.required for stability and to prevent collapse with:possible personal injury and property damage. For general guidance regarding the r n• fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaily Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042147 PL15409_UPPER F28 FLOOR SUPPORTED GABL 24 1 Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 Pacific LumberBTruss Co., Beaverton,Oregon ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQal NOYmTSUooGatAOgSiE55yCcwa 1-0-8 1!5x3 II 1 3x4= 2 Scale=1:13.2 0 o' cS 1.5x3 II 3x4= pp 1-3-8 0. 3 1-3-8 DEFL. in loc I/defl Ud PLATES GRIP LOADING( SPACING- 2-0-0 CSI. ( ) .... TCLL 40.0 Plates Increase 1.00 TC 0.06 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 YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:11 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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=64/1-3-11,3=64/1.3-11,3=64/1-3-11 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. c)0 PROFe. CD GIN 64' .� 8 a40PE 9t' e ... -7 ORE •2ci. 0,S.... i3Y 12 0 SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 w. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based onlyupon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated into prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MitT ek•. ,, is always required for stability and to prevent collapse with possible personal injuryand properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Suite 109 Cums Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F30 R46042148 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 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-DQIzLkzugrlAcCpQa1 NOYmTS7ooLatAOgSiE55yCcwa 1.5x3 ii 1 4x4= 2 Scale=1:13.3 L ' o � N 4 3 1.5x3 II 4x4 = II 09-12 1 04.4 0-9-12 Plate Offsets(X,Y)— Fl:Edae,0-1-81,13:Edae,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 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 Incl YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight 9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/0-10-0,3=38/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. o R Opp C�����tiNG I E,..`s/O : >640PE r y ORE lir>.: , SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 it ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building 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 Wale is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - -1—i,,;b .-, fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Qualy Criteria,DS/-89 and ICSI landing Component 7777 Greenback Lane Safely information available from Truss Plate Institute,218 Fl.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042149 PL15409_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpVMEnZkyCd11-hcsMY4_WR9Q1 EMOd8kud4_?dEC7VJKQYv6SndYyCcwZ 1-0-8 1.553 II I 1 3x4= 2 Scale=1:13.2 0 N POl. 4 ����� ��551p 11, 1.5x3 II 354= p 1-3-8 0 -3 1-3-8 LOADING(pot) SPACING- 2-0-0 CSI- DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40,0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(rL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:11 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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=64/1-3-11,3=64/1-3-11,3=64/1-3-11 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. ���Ep PR°Fe. �e\� �NGINEFR /02� 8 a40PE i -7 ORE •N2°^�� 0> &1Ry12- \-\00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 foo 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NH Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a buss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding 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 withpossible 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/D.11 Qualify Criteria,058.89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95810 Job Truss Truss Type Qty Ply POLYGON PL15-409 UPPER F32 Floor SupportedR46042150 Gable 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference tootional) 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-hcsMY4WR9Q1EMOd8kud4_?dLC7VJKuYv65ndYyCcwZ 1 2 3 4 Scale=1:13.0 0 0 N • 8 7 6 5 3-7 I 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Ina YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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) REACTIONS. All bearings 3-7-0. TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). 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. . .? P R 0f�ss \� �NGINEFAl /� 2 � .40PE 9C' O Jr 9 Or o ORE 0. , .. 0, qRY 12,`Z� C? OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 4 _ 4 ®WARNING-Ven/y design r 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 M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not • a buss system.Before use,the binding 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 tlTek' is alwaysrequiredfor stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON 848042151 PL15408_UPPER F33 FLOOR SUPPORTED GABL 1 1 Job Referencefoptionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-hcsMY4_WR9Q1 EMOd8kud4_?ofC7RJKQYv6SndYyCcwZ I 1-4-0 1.x3 II 3x4= 2 Scale=1:13.2 • 1.5x3 I I 3x4= 1-7-0 0-A-2 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 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 YES WB 0.00 Horz(TL) 0.00 n/a n/a Weight:121b FT=0%F,0%EBCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-7-0 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. REACTIONS. (lb/size) 4=80/1-7-2,3=80/1-7-2,3=80/1-7-2 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. coGI E - % ct 8 •40PE 94111Wf y OR ON RY LD+. � OnAsooN 0 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ' _Nu ®WARNING-Verify design parametersMI and READ NOTES ON THIS AND INCLUDED TER REFERANCE PAGE 1411-7473 rev.10/03/2015 BEFORE USE. t Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,andproperly Pa oo n individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and o e incorporate this design into the overall MiTek'ei,.. building design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and toprevent collapse with possible personal injury and property damage.For general guidance regarding the- - 7777 Greenback La,ne fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rrll Quality Criteria,D56-89 and 6CSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F34 FLOOR SUPPORTED GABL 1 1 846042152 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-9pQkMQ?BCSYurWzpiSPsdBYoncTg2ngh8mBK9yCcwY 7x10 II 1 2 Scale=1:13.3 2 N 1 4 3 7x10 II 0-7-4 1 04-2 0-7-4 Plate Offsets(X,Y)— (1:Edge,0-1-81,14:Edue,0-1-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/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 0-7-4 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) 4=26/0-7-6,3=26/0-7-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • <rRED PR Ope X15 tNGINEFR q t. 8 .40PE 9f v OR •N r.c, 0 -v&,41 12•2f�0 °° s001 ° Digital Signature t EXPIRATION DATE: 12-31-16 December 4,2015 4 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. __ Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the butding designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated 6 to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekC is always required for stability and to prevent collapse with possible personal injury and properly damage..For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042153 PL15-409 UPPER F36 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 I D:c53KNt9S8dZAN gLpvM EnZkyCd11-9pQkIQ?BCSYurWzpi S Psd BYntcTk2ngh8mBK9yCcwY 1-1-4 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 0 N 1.5x3 II 3x4= 1-4-4 2 1-4-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:11 lb FT=0 hF,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-4 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) 4=68/1-4-6,3=68/1-4-6,3=6811-4-6 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. 1� �,t ..40PE v 9 i -7 ORE do!o C�A/r RY 12 0& 7 s0014 Digital Signature i EXPIRATION DATE: 12-31-16 ) December 4,2015 6 ► ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111 + Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall �����, building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the s 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fPll Quality Criteria,055.89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409 UPPER F38 Floor Su R46042154 pported Gable 2 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:3820 2015 Page 1 ID:c53KNt9S8dZANg LpvM EnZkyCd 11-d?_6zm?mzmglTgY?F9w59P5zpOp_nDwrN QxuhQyCcwX 1-0-0 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 N 4 �.�.���.-4,7 1.5x3 II 3x4= I 1-3-0 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 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 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 1-3-0 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=62/1-3-0,3=62/1-3-0,3=62/1-3-0 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. ��4ED P R pFF.— �,\0,<<•:c 0NGINEF9 �� 2 8,, OPE 9r CIP y4.ORE'N N� fi 'Cix,„ 'IRV122°.\ 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 _ I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. r 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss TypeQty Ply POLYGON R46042155 PL15409 UPPER F50 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 14:38:20 2015 Page 1 ID:c53KNt9S8cIZANgLpvMEnZkyCdI1-d?_6zm?mzmg1TgY?F9w59P5yzOpunDwrNQxuhQyCcwX 1-5-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 w 1.5x3 I I 3x4= 1-8-0 1-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:12 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 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=85/1-8-0,3=85/1-8-0,3=85/1-8-0 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. '\((- � P R OFA, ANG I N EF• /p29 .4-OPE p ails • 3,„CigRY IZ? \-\ O SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MitekS connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate the design into the overall MiTek*design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quail,/Criteria,DSI-89 and ICSI building Component 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Suite Heights CA 95610 Job Truss Truss TypeQty Ply POLYGON PL15-409_UPPER F51 Floor Su 846042156 ppodetl Gable 1 1 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-d?_6zm?mzmgfIgY?F9w59P5zi0pznDwrNQxuhQyCcwX I 1-0-12 1.15x3 II 1 3x4= 2 Scale=1:13.2 0 G O o N CV ile ������������ '►.� 1.5x3 II 3x4= 1 1-3-12 1-3-12 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 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 IBC20121TPI2007 (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 1-3-12 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=65/1-3-12,3=65/1-3-12,3=65/1-3-12 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. v'.,N o '<?,*NG P�F9 `rho 8 ,,e40PE 9T S9 ORE �N r.0 Oy��q RY 12.IS" O OO 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.10/0312015 BEFORE USE. Design valid for use only with Mlrek®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 Wok' ding 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/TP11 Qualify Criteria,051-89 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 QtyPly POLYGON R46042157 PL15-409_UPPER F53 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 14:38:21 2015 Page 1 ID:c53KNt9S6dZANgLpvMEfZkyCdll-5BYUA6OOk4oC5g7BptRKicd8OP9GW9&. gREsyCcwW 1.5x3 II 1 4x4= 2 Scale=1:13.3 4 3 1.503 I I 4x4= 0-11-0 I 0-11-0 Plate Offsets(KY)— f1:Edae,0-1-81,f3:Edae,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 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 lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:101b FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 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=44/0-11-0,3=44/0-11-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. (< ��`� �NGo' k. �� �4N07,:.; PE 9s/p2 fit' i 4/0 -vORE • O �(6gZ RY12 00 SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the buiding designer must verify the applicability of design parameters and properly incorporate this design into the overall '���. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .....is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Qualtly Criteria,001-89 and ICS!Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Clrus Heibhts.CA 95610 Job Truss Truss TypeQty Ply POLYGON PL15-409_UPPER F54 Floor Supported Gable I 1 R46042158 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyC d11-SBYUA600k4oc5g7 BptRKicd8AP9H WgA_b4gREsyCcwW 1.5x3 II 1 4x4 = 2 Scale=1:13.3 L 4 3 1.5x3 II 4x4= 1 0-9-0 1 0-9-0 Plate Offsets(X,Y)— 11:Edge,0-1-81,r3:Edve,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC20121TP12007 (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 0-9-0 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=34/0-9-0,3=34/0-9-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. `c4E4 PROFFss cc�\� �NG) NEF9 /° 'L :j640PE -57r- r 9 ORE I e '40 1RY1220�' SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 c _ 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 Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall e� Q k building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYiiTe ' is always required for stability and to-prevent-collapse with possible.personal-injury-and property damage.For general guidance regarding the ewt stein -. . fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. D58.89 and SCSI Building Component Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042159 PL15-409_UPPER F55 Floor Supported Gable 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd 11-SBYUA6DOk4oc5g7BptRKjcd8j P9EWgA_b4gREsyCcwW 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 4 3 1.5x3 II 3x4= I 1-1-12 I 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a Weight:11 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 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. (Ib/size) 4=56/1-1-12,3=56/1-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� 9 8 ,.40PE t' A C. AO cz, ORE ,',. °y°°Asoo' ,;‘4 Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/0312015 BEFORE USE. MI 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 Mtn@k, building design.Bracing indicated is to prevent buckring of individual truss web and/or chord members only.Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and buss systems,see ANSI/Mil Quality Criteria,051-89 and SCSI Building Component Safety Intormaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 108 Citrus Heights.CA 95610 Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths offsets are indicated. I Failure to Follow Could Cause Property MEI (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 01 n cl-2 c2-3 '/16 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves iIllralrmay require bracing,or alternative Tor I a _ _ p bracing should be considered. O K INItillor O p � 3. Never exceed the design loading shown and never 0 U stack materials on inadequately braced trusses. ~ cea cs,. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate Cz� designer,erection supervisor,property owner and plates 0 "ii'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC E$Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular10. to slots.Second dimension is ESR-1311,ESR 1352,ESR 1988 Camber is a non-structural consideration and is the responsibility truss fabricator.General practice is to 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 LATERAL BRACING LOCATION indicated are minimum plating requirements. 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings (supports) occur. Icons vary but 16.Do not cut or alter truss member or plate without prior =O reaction section indicates joint ©2012 MiTek®All Rights Reserved approval of an engineer. number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11.f...7-.4118.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, hiiTek: Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015 mmt MiTeW MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 5019-B 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: K1580947 thru K1581025 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PR Opk-- $G1NF 944, ct" 89782PE F" .9 OREGON 4° NIS r �. - RYt;s- UL/EX Gp16 December 8,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-06-12 7-06-12 T 4 12 12 I IM-4x4 Q7.50 7.so p 3 03 ,c, ,111111111111111k1 us I 4,z Al o WAIMIIMIMIMIMIMMIIIMMIMMMIMIMIIMIMMIMIIMIIMMMIIIMIIIMIIMI.0_ -1 I 1 M-3x4 M-3x4 l y 1-00 y 15-01-08 1 0`ci4\ GIN 1 Olt% -/0 44, c 89782PE 17t- JOB NAME : 5019—B POLYGON — AlScale: 0.4416 WARNINGS: GENERAL NOSES, unless otherwise noted OREGON t.Bulder and g erection contractor ahold be advised Old General Notes 1.This building ss is component.Applicawd only aon the bility of design pararameters meters andwn and iproper individual �A. Q Truss: Al and wamina•before.enwdroncemme�... "�ationofe Q I �+'q R Y �6j rt' Q'` 2.9t4 compression web bredng mud be Installed where shown•. Incorporation a component is IM m chords to of the ally bra designer. ./" 3.Additional temporary bracing to Insure debility during comlroctlun 2 Dedgn eaaumas the top and bottom chords to be laterally braced at Ni,) "ilr Is the rospondbNlly of the erector.Additional M bisdn of 2 o c.and et 10 o.c.respectively unless braced throughout their length by germane g continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). '-A UL S s� DATE: 12/8/2015 the overall structure Is the reepondbllty of the building dedgner. 3.25 Impact bddging or lateral bredn9 required where shown•• SE K 7 4.No load should be applied to any component until alter Cl bredng end 4.Inalalellen adds Is the reepondbilty of the reepadNe contractor. Q• 15 8 0 9 4 fastened are complete end et no time should any loeds greeter then B.Design assumes Busses are to be used Ina non-corrosive environment, design leads be applied to any component. end are for"dry condemn•of use. TRANS ID: LINK B.Design assumes mgbearing atalsuppodsshown.Shim orwedge If EXPIRES; 12/31/2016 B.CompuTrus has no control over and assumes no responsibilitymr aha necssery. fabrication,handling.shipment end Installation of components. 7.Dedgn assumes furnished subject to the iimlallons sat forth by B.Plates shall be located uonebethlfaces of truss,and placed so their center nage is provided. December 8,2015 8.This design le furnished TPIMTCA in SCSI.copies of which will be furnished upon requed. B.lines coincide dth)el t stint center inIlilines. MRTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For bade connector plate design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&13TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF #16BTR 2- 3=(-1161) 253 6- 7=(-206) 1316 2- 7=(-992) 142 WEBS: 2x9 KDDF STAND LOADING 3- 9=(-1161) 253 7- 8=(-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 4=(-492) 142 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 15'- 1.5" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- B=( -25) 371 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 KDDF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" 7-06-12 - 7-06-12 MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" T T 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting f f T f f system and components and cladding criteria. 12 M-4x6 12 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 Q 7.50 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=l.6, 3 ,/-� Truss designed for wind loads 11 in the plane of the truss only. M-3x4 M-3x4 2 4 O T ,rGMIAAllkhllhllh. ,=. of 1 6 7 8 0�_ 5 a M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 0 0 1 1 ,1 J. l 4-01-09 3-05-03 3-05-03 4-01-09 1 y S15 (A• � �rS -01-08 5\ tyGIN � , t� .� 490 44.)./- "7.,...,"7 :9782PE JOB NAME : 5019-B POLYGON - A2 Scale: 0.3698 WARNINGS' GENERAL NOTES, unless otherwise noted' Iir 'ry Truss: A2 Balder and erection contractor should be advised oral General Notes This design h based enN upon the parameters shown and is for an individual y OREGON >,l and Warnings before construction commence, building component.Appllubllfy of design parameters and proper 2.2a4 compression web bracing must be Installed where Move 0. Incorporation or component Is the responstbility of the building designer. �'a4 y��� 3 Additional temporary bradng to insure stability during construction 2.Design asset it the tap and bottom e.s ion to be laterally braced et 'eC Is the responsibility of the credo,.Additional permanent bracing ! T o c.and et f 0 a.c.reach.ply unto a braced throughout their length by DATE: 12/8/2015 the overall structure Is the n o continuous sheathing such as pdxvod gained hare)and/or dryw.11(BC). (� responsibility of the balding designer. 3.2a limed bridging or lateral bracing required where shown•e PAUL L SEQ.: K 15 8 0 9 4 8 4.No load should be applied to any component unto after al breang and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a noncomeNa environment, TRANS I D: LINK design loads be applied to any component, end are for"dry condition"of use. 5.Comparrue has no control over and assumes no respemibility for the 8.Design•somas NI benne at.l suppose shown.Shim or sedge R EXPIRES: L�+ .l 2/ /'� fabrication,handling.shipment and installation of components. 7.Design assumes adeqM°ry• I�':R Ga7.: AGI+"'r"2lJ'1 d. e.This design is furnished subject to the llmkatone eat forth by 8.Plate..ball be locateduenebothinage faces of truis ss,and pieced so their center December 8,2015 TPIMTCA In SCSI,copies of which will be fumished upon request. Anes coinade with Joint center lines. Mu ck USA,Inc./CompuTrus Software 7.6.6(1 L}E 9.Diplte Indicate size of plata in Inches. 10.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3=( -478) 200 14- 8=( -816) 142 2x6 KDDF #16BTR T2, T4 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=( -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 4=( -794) 3452 15- 9=(-2662) 10804 WE: 208 KDDF #101310LOADING 4- 5=( -7088) 1896 12-13=(-2884) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1654 WEBS: 2x4 KDDF STAND;; 2x4 KDDF #1&BTR A; LL = 25 =F GroundSnow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x4 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 6'- 0.0" ®- 7=( -9390) 2442 19-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.01= 128.0 PLF 6'- 0.0" TO 14'- 5.5"V- 8=1-11046) 2840 15-16=( -198) 774 13-16=(--422) 2244 244 8' 2x8 DF 55 D TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 14'- 5.5" TO 20'- 5.5" - 9=( -9480) 2360 6-14=(-2548) 4802 BC UNIF LL( 0.0)+DL( 40.01= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 286.91= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ HRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ 4'- BC LATERAL SUPPORT <= 12"OC. UON. 5.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.01= 320.0 LBS @ 19'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 114H 5.50" 7.89 KDDF ( 625) 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) NOTE: 2T4 OPACIOR AT EASDC UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" ( 2 ) complete trusses required. MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed= 1.303" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" J,-- 9" oc in 2 row(s) throughout 206 top chords, MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, l ` 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. Design conforms to main windforce-resisting system and components and cladding criteria. ** For hanger specs. - See approrV$d18/.N1t8 8-06-02 2-06-12 3-04-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 '1 ' 1' 'I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 2-02-10 3-04-15 load duration factor=l.6, ,,(y Truss designed for wind loads f320# +320# 12 in the plane of the truss only. 12 Q7.50 7.50 M-4x8 M-5x10 M-3x8 M-3x8 7 4 5 6 T2 MOM M-6x8 M-5x12 M-3x5 9 -/ T9 - - NB A M-5x16 to1 N c .n Y- -J to io �. I I til fr-pi 13 14 15 **16 I ♦ '�10 11 12 0.25" o M-1.5x3 M-4x10 M-3x8 =14-8x8 M-8x10 M-3x8 =M-10x10(S) typp R O y 3-01-14 y 2-09 y 3-03-11 y 3-00-03 y 3-01-15 y 2-09-06 y 3-01-07 y ��DCe, r ��V y vi yo�GINE S/0 1-00 20-05-08 �'C/ "j+' 89782PE r' .• JOB NAME : 5019-B POLYGON - B1 Sca • le: 0.2597 f/Y,/!4�� , Nial WARNINGS: GENERAL NOTES, unless otherwise noted 9�OREGON �) 1.Boder and erection contractor Mould be advised of all General Notes 1.That design is based only upon the parameters shown and Is for an Individual ��._ �" Truss: B1 and Waminga before construction commences. building component.Appllnablllty of design paremeten and proper L7� 2.2t4 compression web bradn sl be installed where shown*. Incorpondon of component is the responsibility of Me building Designer. -9 A R Y 1 1'.` p g mu • 2.Design assumes the lop and bottom chords to be laterally braced at r �,+�(/ 3.Additional temporary bracing to insure stability during conehudlon 2'o.c.and et 12 o.c.respectively unless braced throughout their length by v Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es p#wuod eheatning(TC)and/or drywa8(BC). PA..0 L. `4� DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where Mown*+ SE El5 8 0 9 4 9 4.No load should be applied to any component WI ager all bracing and 4.Installation of truss Ia me responsibility of the respective contractor. 4• • fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used In s non-corrosive environment, design bees be applied to any component. and are fordry condition'of use. �/ /�j /ry/�.f c TRANS ID• LINK6.Design assumes lull bearinget all supports shown.Shim or wedge if EXPIRES: /31/2016 S.CampuTrus has no control over and assumes no responsibility ler ms EXPIRES: fabrication,handling,shipment and insiellatien of oomponeme. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both feces of truss,and placed eo their center TPNNfCA in BCSI,wpbs of whish well be NmlMetl upon request. Jointlines coindds with 9.Digits Indicate absof plate In inches. MITek USA,Inc./COmpuTruS Software 7.6.6(1L)-E IN.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 10.5" CONS. 2: Desi TC: 2x4 KDDF #1fi0TR LOAD DURATION INCREASE = 1.15 I Design checked for net(-5 psf) uplift at 24 "oc spacing. BC: 2x9 KDDF #19BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting TC LATERAL SUPPORT <= 12"OC. DON. system and components and cladding criteria. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=21.7ft, 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), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. etail forRefspecifications. 7-11-04 7-11-04 1 12 T 7.50 IIM-9x9 12 3 Q 7.50 of ,4iIh --Yo I M-3x4 0 M-3x4 1-00 15-10-08 1 (} PFiQrf5. ., *; N��"R ,+b :9782PE v JOB NAME : 5019—B POLYGON — Cl Scale: 0.9395 • WARNINGS: GENERAL NOTES, unless otherwise noted V. 40 Truss: (.`1 1.Builder and erection contractor should be advised of all General Notes t.This design b based only upon the parameters shown and h for en individual OREGON �•/ and Warnings before construGlon commences. building component Applicabitty of design parameter.and proper �{ � �. 2.2a4 compression web bracing must be Installed where shown.. Incorporation of component Is the responsibility of the building designer, .cr +' yi t2V „ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et "lN/w. i�'� la the responsibility of me erector.Additional permanent bracing of 2 o c and at 1g c.c.respectNelyph unless braced throughout mein length by ` �.,4 DATE: 12/8/2015 the over."structure la the responsibilitycontinuous Wreathing such as plywood sheathing(TC)end/or drywaA(BC). `, '1 LI L (� V of the but designer. 3 Impact bridging or lateral bradng required where shown.. SEQ.: K 15 8 0 9 5 0 4.No load Mould be applied to any component until alter al bredng and 4.Installation OWN;Is the responsibility of the respective contractor. fasteners are complete and at no tlme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTnn has no control over and assumes no responsibility for the6.Design assumes NII bearing at all supporta atwwn.Shim or wedge If fabrication,handling,shipment and installation of components. necesury. {,,, EXPIRES: 12/31/2016 S.This design Is furnished subject to Be limitations set forth by 0.DPesign aasumeloaded located on both drainage k provided. December 8,2015 TPIMTCA In SCSI,copies of which WI be furnished upon request. S lies coincidll e with joint center lines.of truss,end placed sit their tarsier MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits indicate sae of plate In inches. 19.For basic connector plate design values ase ESR-1311,ESR-1996(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 TC: 2x4 KDDF #16BTR LOAD DUSPTIED I24R0ASE = 1.15 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 417 BC: 2x9 KDDF STANTR SPACED 24.0" O.C. 3-4=(-661) 184 7-4=(-211) 196 WEBS: 2x9 KDDF STAND LOADING 4-5=(-877) 243 TC LATERAL SUPPORT <= 12"OC. LION. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORS BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (eq) 0'- 0.0" -83/ 666V -117/ 110H 5.50" 1.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.015" @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 16'- 10.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 7-11-09 7-11-04 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 4-01-06 3-09-19 3-09-14 9-01-06 fffff 12 Design conforms to main windforce-resisting 12 IIM-4x4 Q 7 50 system and components and cladding criteria. 7.50 4.0" Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3f'-� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, NNTruss designed for wind loads in the plane of the truss only. 11 4111.11 . M-1.5x3 M-1.5x3 z 4 10.,,, o ► ys+ 0_ 17, 1.. 7 I I o M-3x4 M-3x8 M-3x4 l y y 7-11-04 7-11-09 ,c „,o) c „ (J/ y 15-10-08 1-00 c� i`•, ' ) P R�yG'IhJE`-'6>. .',,44, -7.... ' 89782PE r JOB NAME : 5019-B POLYGON - C2 Scale: 0.3985 ,�y��G�/ mg WARNINGS: GENERAL NOTES, unless otherMse noted 1.Builder and erection contractor should be advised of al General Notes 1.This design b based only upon the parameters shown and la for an individual /�. 1,/r,OREG©P4 c;' r Truss: C2 and Warnings before construction commences. building component.Applicability of design paremetera and proper j� v��� 2.2n4 compression web bracing must be Ineteded where shown.i. inmrporanon or component is the responsibility of the building designer. '�/ _t!' 3.Additional temporary bracing to Insure stability during construction �-Design assumes the top and bottom chows to d t loteraly braced at Z/ 7 continuous end et i O sing NO as sly unless braced throughout their al(B). ir PA U L (�\ b the rospornlbNhy of etre erector.Additional permanent brodrp of mnHnuous sheathing euon as*wood sheathing(7C)end/or drywaA(BC). - DATE: 12/8/2015 the overal structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bradng required Were shown a 4.No bm ed should be applied to any mponem until alter al bradng end 4.Installation abuse ha the responsibility of the respectWe contractor. SEQ.: K 15 8 0 9 51 (wieners are compete and et no lime Would any loads greeter than 5.Design assumes trusses are to be used in e non-corrosive environment, end ere Por^dry condition"of use. �/('] p 12/31/2016 ]/f� t] {G TRANS I D• LINK design loads be applied to any component. 8.Design assumes full bearing at el cuppeds shown.Shim or wedge if EXr I Tl ES. L/471/L 1 V 8.CompuTrus has no control over and assumes no responsibility for IM ...spry. fabrication,handling,shipment and lnatdletion of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the Hmitations set forth by 8.Plates shad be located on both fame of truss,end paced sothelr center 791/WICA In SCSI,copies of which wit be furnished upon request. 9.InesDigitoinnidindicate with joint plate nr lines. MiTek USA.Int./ConrpuTrUS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 WEBS: 2x4 KDDF STAND 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSE Ground Snow (Pg) 6-9=(-181) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.01= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Single member as shown. Hangers attached to the bottom chord VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 will have 1.5" max. nail MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" penetration. - - MAX TL CREEP DEFL 4-07-11 1-04-05 - 0.015" @ 2'- 5.1" Allowed = 0.339" .. For hanger specs. - Se approved plans T fMAX HORIZ. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 'I' T T T 12 Design conforms to main windforce-resisting 7.50 F77 system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 M-3x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 10� Truss designed for wind loads in the plane of the truss only. M-3x5 41U o ti , I cv . All' 1 I.� _ ■®ids of 1 20 5 6 --/ M-5x10 M-1.5x3 M-6x8 M-1.5x3 y l l l 2-05-01 1-10-06 1-08-09 y y 6-00 ���5 GINE /, 89782PE <" JOB NAME : 5019-B POLYGON - CGIRD Scale: 0.5100 -.,..,I` WARNINGS: /, �_..., GENERAL NOTES, unless otherwise noted 'A Truss: CGIRD 1.Budder and erection contractor should beadvised ofalGeneral Nodes This design Is based only upon the parameters shownand is for anIndividual 17 OREGON N and Warning.before construction commences. budding component.Applicability of design parameters end proper 2.Dot compression web bracing must Abs Installed where shown v. Incorporation of component is the responsibility of the building tlealgner. �/ yy-�//s,,.. 3.Addttbnal temporary bracing to Insure ebbllly during coetmdlon 2.Design tisanes the top and bottom chords to be lateraly braced at '1, ^'q Lily 4 5 y/, is the responsibility of the erector.Additional permanent bracing of NI 2 o c.end at l g o.c.respectively unless braced throughout their length by `l ! 1 y'y DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. continuous sirathing sueh as plywood sheathing(TG)and/or drywel(BC) )+y,4 U L 4.Nabad should be applied to 3.In Impact bridging or leterel bracing required where sham.f• /^e SEQ. : K1580952anycompoentuntilaferalbrad,pend 4.Instalationof truss Is the responsibility ofthe respedNecontractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses are to be used m a nonconoeNe environment, TRANS ID: LINK design loads be applied taany oompoent. and are for"dry nendlsay'at use, 5.Compuirue has no control over and assumes no responsibility for the 6.Design assumes Sri:bearing at at supports shown.Shim or wedge If EXPIRES: 12/31/2016 ..-, fabrication, GyJGV1ecosryfabrication.handling.shipment and installation of components. 6.This design is furnished subject to me limitations sat forth by I.Design Platesshall gbeaded en both Page Is Ouse,etl. December 8,201 5 TPVWFCA in BCSI.copies of which nil be furnished upon request. B linescol dds located on center IIlnes.s of lines,and placed ac their cellar MITek USA,Inc./CompuTrus Software 7.6.6)1 L}E 1.Digits indicate size of plate In inches. 10.For basic connector plate design value.see ESR-1311,ESR-1 BBB(Welt) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-0B-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12644) 2882 11-12=( -212) 1026 11- 1=(-8834) 2014 7-16=(-1384) 6212 2- 3=(-14722) 3366 12-13=(-3012) 13592 1-12=(-3256) 14410 16- 8=( -510) 2158 208 KDDF #1EBTR T1, T3 LOADING 3- 4=(-12498) 2880 13-14=(-3304) 14900 12- 2=(-6542) 1502 8-17=(-1034) 270 WE: 208 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 14-15=(-3298) 14734 2-13=(-1082) 264 WEBS: 2x4 KDDF STAND; 2x4 KDDF #16BTR A; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 20'- B.0" B- 7=(-11982) 2668 15-16=(-3298) 19739 13- 3=(-1570) 6936 2x6 KDDF #2 B; BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 8.0" 5- 7=( 0) 0 16-17=(-2232) 10140 13- 4=(-3476) 800 2x6 KDDF STAND C BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0" V- 8=(-13464) 3100 17- 9=(-2222) 10102 144_14=( -404)-532) 2396 ADDL: BC UNIF LL+DL= 40.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 14- 5=( -404) 2750 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 5-16=(-4606) 1074 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 1067.0 LBS @ 4'- 8.0" ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 8.0" BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -114/ 70H 5.50" 16.79 ROOF ( 625) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP OVERHANGS: 0.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. **HANGER BY OTHERS TO APPLY ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacing. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Caution: Note bearing area requirements. ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = 0.133" @ 8'- 10.9" Allowed = 0.987" 9" o in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.361" @ 8'- 10.4" Allowed = 1.317" __, ..-- 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ 21'- 13.0" Allowed= 0.133" 9" oc in 2 row(s) throughout 206 webs, \n� 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.033" @ 20'- 2.5" /x\/x, 0-09-06 MAX HORIZ. Ti DEFL = 0.070" @ 20'- 2.5" 3-05 2-06-11 6-09-01 f---f7-11-04 ' T ,( '( Design conforms to main windforce-resisting 3-05 2-02-09 2-11-04 3-04-08 2-03-10 2-09 3-03-10 system and components and cladding criteria. ,( T f T f T 1' Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-9X106 '<:17.50 load duration factor=l.6, 7.50 [7' �; Truss designed for wind loads in the plane of the truss only. M180S-7x14 M-3x4 M18HS-5x16 M-3x5 ** For hanger specs. - See approved plans MI SM-2.5x4 or equal at non-structural diagonal inlets. T :::47:1;;;;100001111170NO - - M18HS-7x14M-3x5 1 - - T1A A M-5x16 o ]3 1 C N Nf� w ) 'r 15 16 17 0 O f 11«* ul 12 13 14 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1,5x3 1 o MSHS-9x18 M-12x14(0) l 1 i1017# ), +x533# l l 0 PRQt 3-01-08 2-04-05 3-09-08 3-01 3-02-12 2-04 3-01-14 y l �� `G' ,� O , ty J, 20-08 1=00 �� :97$ li 2 P E JOB NAME : 5019-B POLYGON - D1 Scale: 0.2669 WARNING& GENERAL NOTES, unleaotherwlaenoled: .01�OREGON„�a'n� �. 1.Budder and eredbn contrador should be advised of ad General Notes 1.This design Is based only upon the parameters Mown and Is far an IndNldual 77 V\J Truss: D1 and warnings before construction commence.. budding component.Applicability of dodge parameter.and proper • 2.914 compression web bracing must be Installed where*howl+. Incorporation of component is me rosponsibAlty of the budding daelgner. '� /�P"lf' '� 1G. 3.Additional temporary bracing to Insure stabllily during oonetructton 2.Design names the lop°nit vbely union braced n chorbee d throughout oerally braced et r 1 Q`'4" Is the respoaldldy of the erector.Addgbal permanent bradng of 7 ntinuous shathingrsuch es plywood sheaming(ICand/o drywal BC(. PA,.I S `'* DATE: 12/8/2015 the overall structure Is the responsibility of the budding designer. 3.ser Impact badging or lateral bracing required where shown«+ 4.No bad should be applied to any component until after ash bracing and 4.Installation of true I.the responsibility of the reapective contractor.SEQ.: K 15 8 0 9 5 3 fastener°era complete and at no time should any wads greater than s.Ocean a•sum••m°°°°•r°t°be ossa m°non-corrosive environment, dodge pada be avpllea to any component. end are for•dry condition"of use. TRANS ID: LINK 6.Design manes MIbearing alall suppon°shown.Shim orwedge If EXPIRES: 12/31/2016 5.CompuTrus nes no control over and assumes no responsibility for the necaary, l., fabrication.handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 e.This design Is furnished abject to the limitation set forth by 6.Plates shaN be bated on both fame of truss,and plead a their anter TPU'MCA In SCSI.coplaa of which WI be Nmishetl upon request. lines joint Digits Indisireo plate In Icenter n g. inches. ches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E M.For basic connector plate design velum see ESR-1311,EVA BBS(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC; 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10- 2x4 KDDF #16BTR Ti =(-1395) 3725 3-10=( -199) 491 8-19=(-5112) 2146 BC: 2x6 KDDF SS LOADING 2- 3=(-4659) 1667 10-11=(-2808) 6926 10- 9=( -466) 1604 14- 9=( -346) 253 WEBS: 2x4 KDDF STAND; 3- 9=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-14=(-1852) 4414 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"OC, UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 BC LATERAL SUPPORT <= 12"OC. UON. 12- 7=( -126) 824 8- 9=( -54) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 135H 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.84 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate comer = 1.50" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.401" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 T T 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T f 1320# 1' '1 T 1 1 12 7.50 M-4x10 M-7x8(5) 4 M-4x8 0.25" M-3x8 M-5x10 M-3x6 10000000: 000000000- 56_ k78 9 -/ M-1.5x33Fylr' w W17 + oAkoA o �� Flt, m o I o to - T o M-3x10 M-4x12 110.25" p,Sn 1z 13 ««14 -' M-5x6 M-4x12 M18HS-7x14(S) M18HS-7x14(0) y >L y y y c f .y \ . � EtQ�s-05-19 7=07-09 7-05-08 7=05-08 7-09 1-00 35-09 ..., :9782PE JOB NAME : 5019-B POLYGON - El ..+ -.00, Scale: 0.2026 WARNINGS; GENERAL NOTES, unless otherwise notatl. / 'F NW Truss: E 1 Balder and erection contractor should be advised o!all General Notes t,This design h based only upon the parameter.shown and Is for en Intlivbual A OREGON h/11�I h^J and Warnings before contraction comment•° bulking component.Applleablley of design parameters end proper JJI�r- J 1 l G O I V O 2.2a4 compression web bolding nasi be Instalbd where sheen+. Incorporation of component lathe responsibility of the battling designer. & F Y 9,. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop end bottom MON.to be laterally braced at Is the roaponsiblley of the erector.Additional permanent bracing o! 2'o c and et 1P a.c,roepedsaly unless braced throughout their length by DATE: 12/8/2015 the overall structure b the responsibility of the building designer, continuous sheathing such es plywood sheathing(TC)end/or drywag(BC). lr �4 {j SEQ. K1580954 3,2x Impact bridging or lateral required vinare shown*. UL ; 4.No bad should be applied b any component until after al bracing and 4.Installation areas is the responsibility of the respective contractor, fasteners ens complete and at no time Mould any bads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. end are far"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility lar the 8. .sign sense full bearing et al supports shown.Shim or wedge If EXPIRES: 12/31/2016 MO.Nry, fabrication,handling,shipment end Installation of components. 8.This debgn Is furnished subject to the limitations set forth by 8.Design habeassumes adequate located enbate1fa s of budded. December 8,2015 TPiMTCA in SCSI,copies of which coil be furnished upon request. 8 lines Plates mince with joint center both of buss,and placed so their center MITek USA,Inc./CompUTfUB Software 7.6.6(11...)-E S.Digits indicate eke of plate in inches. 10.For basic connector piste design values see ESR-1811,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR LOAD DUSPAIED I24R0ASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 0=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 OPACIOR AT E9S0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 8-15=(-1773) 473 ALL FLAT TOP CHORD AREAS NOT SHEATHED RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR DSPSC LIVE LOAD. TEP OVERHANGS: 12.0" 0.0" 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 26-00-10 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T load duration factor=l.6, Truss designed for wind loads 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 f 5-03-08 f 5-01-01 ),08-1. in the plane of the truss only. T T 12 12 .S17.50 7.50 M-5x6(S) M-9x6 M-4x64 M-3x9 0.25" 6 M-3x4 M-3x5 e M-9x4 7M-1.5x3 6 MY D + , 01 M 0 1 o •, Gf-w M Fisc -/ c ' 13 lq15 **16 1 1 M-3x4 M-3x4 M-4x8 o M-3x5 M-3x8 M-3x4 M16HS-3x18(0) M-1.5x3 y y y j y - � r 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 104- 6 'S 0 l y � � 20-00 15-09 ; i R t.{: 1 , yir 1-00 35-09 89782PE r" JOB NAME : 5019-B POLYGON - E2 Scale: 0.1795 1 ^ WARNINGS: GENERAL NOTES, unless etherwlse noted .ef�OREGON � t.Builder and erection contractor should be advised of a6 General Notes 1.This design Is based onS upon the parameters shown end b for an Individual 7 7 (.1°' Truss: E 2 and Warnings before conauuctian commences. bolding component.Applicability of design parameters and proper `'Q. 2.2a4 compression web Med d be installed where shown+. incorporation of component la the responsibility of the building designer. 1' i4iqV 1 'C+' p Mating mu 2.Design assumes the tap and bottom chord•to be lateraly braced at I `y+Y 3.Additional temporary bracing to insure stability during construction T u.a.and at 1Q o.c.respectively unless bread thfoughont their length by L v h the respeneihRy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywel(BC). �� �q U L %- DATE: 12/8/2015 the overall etructure Is the responsibeity of the balding designer. 3.2s Impact bridging or Mlerel bracing required where shown a+ 4.No bad 4wuld be applied to any component until after al bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ.: K 15 8 0 9 5 5 fasteners are complete end at no time ehould any pads greater then B.Design essumea trusses are to be used In a non-corrosive environment, and are for"dry condition"of use. '�/pp ('] et]�..l1((yy�� pG TRANS ID• LINK design loads be applied to any component. 5.Design amines full bearing at all supports shown.Shin,or wedge if EXPIRES: 12/7 /2016 5.CompuTrus has no control over end assumes no rosponalMllry for the necessary. fabrication,handling,shipment and lnetalhgpn of components. 7.Design assumes adequate drainage is provided. December 8,2015 S.TMs design is furnished subject to the limitations set forth by 8.lines Platessag be coincide with ted n both er face of truss,and placed so their center UW TPfCA in BOSI,copies of which Mil be famished upon request. B.Digits Indicate she of plate In inches. MTek USA,Ino./CenlpiJTruN Software 7.6.6(1L)E to.For basic connector plate design values sea EBR-1311,ESR-1ee8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND 2- 3=(-2319) 568 11-12=(-716) 2555 11- 9=( -137) 819 15-10=( -384) 1313 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSE 5- 6=(-2633) 670 19-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 NOTE: 2x9 BRACING AT 24"OC UON. FOR 8- 9=( -382) 175 7-14=( -840) 223 LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" 9-11-11 Design conforms to main windforce-resisting 22-00-10 3-08-11 system and components and cladding criteria. 11 T T 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 1 1 1 1 1 1 1 ,f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load 8-00 1-09 Truss ddesigned uration ffor owind 6loads 1 f in the plane of the truss only. 12 12 7.50 Q 7.50 M-4x6 M-5x6(5) 4 M-3x4 0.25"VV M-3x4 M-3x5 M-4x6 • 7 8 .` .:M-4x4 0 M-1.5x3 3 iiiN.-I- O ino ,o 0 I o o 11 12 13 14 15 mm of M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 **16 M18HS-3x18(5) M-1.5x3 y y y y l l y t10:) PRp' 7-07-07 6-09-02 6-07-06 6-07-06 6-09-02 1-04-07 l 1 zo 0o y is o9 y ,; �1GI11E L�`S(5) 1-00 35-09 <C!� ,T :9782PE Is JOB NAME : 5019-B POLYGON - E3 ,or .,,,rr Scale: 0.1745 Milif WARNINGS: GENERAL NOTES, uniee.olherwlse noteck GM 4) 1Truss: E3 Builder and erection contractor should be advised of all General Notes This design Is based only upon the parameters Mown and Is for an individual OREGON GON and Wattling*before construction commences. building component.Appliceblllty of design parameters end proper '• (� 2.2x4 compresefon web bracing must be Installed where Mown+. Incorporation of component is the responsibility of the bolding designer. ,x+18 [}. 3 Additional temporary bracing to Insure stability dudng construction 2.Design assumes the top and bottom chorda to be laterally braced at ]4 xiii y 15 '4 " . N me responsibility or the erector,Additional permanent bracing of 2 o c.and at 10 a.c.eachc c unless bawd throughout their length by �r !! Xy DATE: 12/8/2015 the overall structure Is the responlblll continuous sheathing such as plywood required sheathing(TC)end/or drywal(BC). A Q.� ty of the building designer. 3.2x Impact bridging or lateral bracing required where Mown*♦ !"' s SEQ.: Ki5 8 0 9 5 6 4.No load Mould be applied to any component until after al bracing and 4.Installation Ohms N the responsibility of the respeclNe contractor. listeners are complete and at no time should any loads greater than 5.Design assumes trusses ars to be used Ina noncorrosive environment TRANS I D: LINK design bads be applied to any component. and are for"dry condition"of um. 5.CompuTrus has no control over and assumes no responsibility for the S De Ycossa asoma*NII bearing N all supports Moven.Shim or wetlge If EXPIRES: I_ / 01 y. fabrication,handling,shipment and installation of components. 7.Design sesame.adequate drainage Is prodded. 6.TIM design hfurnished subject tothe limitations set forth by 8.Plates shall belocated onboth faces oftruss,and placed sotheir center December 8,2015 TPIANICA In SCSI,copies of which MI be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6('IL}Z 9•Digits Indicate alae of piste In Inches. 70.For basic connector plate design values see ESR-1371,ESR-1968(MITO) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TC: 2x4 KDDF #16BTR LOAD DURATION I24R0ASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 204 KDDF #1aBTR SPACED 24.0" O.C. 2- 3=(-1994) 517 9-10=(-507) 1916 2-10=(-361) 184 7-13=(-1629) 405 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=(-248) 903 4-11=( -90) 116 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHEDBEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) ** For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, 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. 11-11-11 16-00-10 7-08-11 4 T 4 4 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 ? 'f 4 , 4 1 12 12 M-4x6 M-4x6 7.50 M-3x4 M-3x4 '"7.50 4 5 ' � .. t. M-3x5 M-3x4 ,,,,,isN..- 4.. + M-1.5x3 a t i \/ 0 I 0 o cR .14 0 12 **13 I 1** 9 3 0.25 M-3x8 M-3x5 f� r - of M-3x5 M-1.5x3 M-3x8 M-5x6(S) 4s<,. O P R OFe l y y ) l l �NC,IN��r19 /0 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y y 35-09 4.C7 89782PE "" JOB NAME : 5019-B POLYGON - E4 -_-.0 <, t.r► Scale: 0.1778 IIIIF WARNINGS: GENERAL NOTES, unless ethervdse noted ..af OREGON may .. 1.Builder and erection contractor should be advised of al General Notes I,This design is based only upon the parameters shown end is fora InMWdual 7- � Truss: E4 and Warnings before construction commence. building component.Applicability of design parameters and ,�S ��� 2.2x4 compression web bradng mud be installed where shown*, Incorp°rotlon of companeM b int rospansiblly of the binding designer. "T 3.Additional temporary bracing to Insure stability during conetruo8on 2 Design and et I S ihs top and bottom choler to ba lehnlly bre<etl al "ret T o.c. et 10°.c.respect ply unless braced throughout their length by A ( � N the responsibility of the erred°,Additional permanent brodrg of continuous sheathing such as plywood sheathing(7C)andbr drywal(BC). P A UL \• DATE: 12/8/2015 the overall Mature la the respnnaibllty of the building designer. 3.m Imped bridging of lateral brodng required where shown 5* 4.No load should be applied to any component until after al bradng and 4.Installation of trust la the rosponsibilty of the respective contractor. SEQ.: K 15 8 0 9 5 7 fasteners are compete and et no time should any bads greater than 5.Deelgn assumes trusses aro to be used In a non-corrosive environment, design loads be applied to my component. end era for"dry full bearing of use. �/�p]{pp �v /� !]a)t] TRANS ID• LINKB.Dedgnaseume.fullbearngd elsupports.haver.Sidororwedge lf EXPIRES: 12/31/2016 5.CompuTw Ms no control over and assumes no responsibility ror the mm mry. fabrication,handling,shipment and lnstelletbn of components. 7.Design names adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shell be located an both feces of bum,and paced so their center TPWITCA In SCSI,copes of which nil be furnished upon request. lineS.Digits coincide indicate size of his tcenterline.. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E ID.Far basic connector plate design values see EBR-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16 BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 1- 2=(-2399) 625 1-11=1-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 WEBS: 2x9 KDDF STAND2- 3=(-1949) 632 11-12=(-581) 1928 2-12=( -361) 175 3- 9=( 0) 0 12-13=1-524) 1840 12- 3=( -135) 673 LOADING 3- 5=(-1572) 581 13-19=(-989) 1682 12- 5=1 -458) 148 TC LATERAL SUPPORT 6= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 19-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD = 42.0 POP 7- 8=( 0) 0 6-19=( -860) 269 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9=(-1433) 518 8-14=( -83) 478 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 POP Ground Snow (Pg) 9-10=1 -83) 94 19- 9=( -33) 510 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-15=(-1629) 499 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3,1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 12-00-10 9-08-11 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 T ,r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 load duration factor=l.6, inthe Truss designed for wind loads 1 1 T T 1 1 T 1 T 1 12-00 plane of the truss only. 1 4 7-09 T 12 M-4x6 M-4x6 12 7.50 3 M-3x4 M-3x4 5 6 Q 7.50 w M-3x5 M-3x4 ..., + \/ + M-1.5x3 0 to 0 0 I �' $ eas �I 1** 11 12 , AM rn o I M-3x5 M-1.5x3 M-3x8 0.253 3 “15M-3x8 M-3x5 y M-5x6(S) �o) PRo . y 6-01-03 y 5=06=09 8-04-09' y 8-04-09 y 7-09-07 ,I• �,' tAAGINlE. �/ 35-09 �Ct ` :9732PE �C" JOB NAME : 5019-B POLYGON - E5 • Scale: 0.1778 .' WARNINGS' GENERAL NOTES, unless otherwise noted: //" MI, Truss: E 5 Builder and erection contractor should be advised of all General Notes 1.This design is based only upon H.parameters Mourn and Is for an individual •' •R EG O N N. and Warnings before construction commence. building component.Applicability of design parameters and proper O 2.234 conal temp Web bracing must be t installed Where shown t. Incorporation of component Is the responsibility of the binding designer. � .4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et Is the responsibility of the elector.Adtlpianal permanent bracing of 2 e c and at 70 a.c.,eepectivety unless braced throughout their length by DATE: 12/8/2015 the avenp structure lame responsibilitySe hep oils sheathing such as plywood where and/or tlrywa%(BC). 't (+y� � of the building designer. 3 23 Impact bridging or lateral bracing required where Mown+•e !"' SEQ.: K 15 8 0 9 5 8 4.Na road 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 at no time should any pads greater men 5.Design assumes trusses are to be used In a noncorrosive environment TRANS ID: LINK design Ands be applied to any component, and are for"dry condition"of use. 5.I espuTms has no control over and assumes no responsibility for the 8.Design assumes b9 bearing at all oppose shown.Shim or Wedge If �s fabrication,handling,shipment end Installation of components. necessary, EXPIRED. '�^+.")Jv.s'�^ S,misdesignisfunishedsubject tothe Iimiationsset forth by 8.Desi.sheNgn beeaededenbothfagelapnss,an December 8,2015 fl a7 G/ !' A� (� 8.pates lens belacaten..both faces of inns,end placatl mtheir corder TPAWTCA In BCSI.copies of which ad be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./CompuTrus Software 7.6.6(11_)-E9.Digits size of plate In Inches. 10.For basic connector plate design values see ESR•1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 35'- 9.0" INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1613TR SPACED 29..0" O.C. 2- 3=(-1999) 632 11-12=(-581) 1928 2-12=( -361) 175 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=1 -135) 673 WEBS: 2x9 KDDF STAND LOADING 3- 5=(-1572) 581 13-14=1-484) 1682 12- 5=( -458) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 14-15=(-300) 903 5-13=1 -90) 116 DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 POE' 7- 8=1 0) 0 6-14=1 -860) 269 8- 9=(-1433) 518 8-14=1 -83) 478 NOTE: 2T9 OPACIOR AT E4"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -83) 94 14- 9=( -33) 510 9-15=(-1624) 499 ALL FLAT TOP CHORD AREAS NOT SHEATHED ---__----- ----------------_______ BOTTOM CHORD CHECKED FOR A 20 PSF LIYITEC STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. L0'-TIONS REACTIONS0REACTIONS1H 5I5E 2.41 F ( 625) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.41 KDDF ( 625) 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) M-1.5x9 or equal at non-structural vertical members (uon). ** For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting 15-11-11 8-00-10 11-08-11 system and components and cladding criteria. 1' f fWind: 140 mph, h=23.Sft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-02-15 5-06-04 f-02 -08 f 3-03-06 T 5-05-14 T 3-03-06 2-02-08 0 f 3-09-02 T 3-09-02 ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), fload duration factor=1.6, 12-00 7-09 Truss designed for wind loads K01-4x4 N1-4x4 1 4 in the plane of the truss only. /- 12 12 Q 7.50 7.50 4 io M-4x6M-9x6 M-3x4 M-3x4 N 3 5 6 : / r M-3x5 + M-3x4 } + M-1.5x3 o 0 I 0 0 p IIIIIIIIIIIIIIIIIIN coy 1 o rri / d, 6 ,3 14 **15 I 1** 11 12 0.25 M-3x8 M-3x5 l'�1p� lo M-3x5 M-1.5x3 M-3x8 M-5x6(5) Qo) i R Qpf A� y y y y y y �(�5 ��G�N� d4' �,� � 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y y 35-09 :9782PE r'' JOB NAME : 5019-B POLYGON - E6 �- '"� Scale: 0.1778 r /'y AM GENERAL NOTES, urdeee otherwlee noted' '� s/.E��N �, �. 1.BMWWARMNO' R 1.calcic,antl erection contractor ahoiAd be advised of el General Notes I.Ibis design is based only upon the parameters shown and le for en individual Truss: E6 and Warnings before eensWc ton commences, balding component.Appkebll y of tlea lin peree.tete and proper (44 6 2.2v4 compression web bradng must be installed Where shown*. incorporation of component is me roapomlbllty or Inc bulging designer. .+!� 3.Additional temporary bracing to insure dabIlity during construction 2 S e e assumes int top antl bokam es b Ie be letereM t their el J T me.and et 10'ex.respectively unless braced throughout their length by j'yA Ii Is the responsibility of the credo,.Additional permanent bracing of continuous sheathing such as plywood aheatning(TC)and/or drywal(BO). !- DATE: 12/8/2015 the oversl structure is the roaponeiblity of the balding designer. 3.2e Imped bridging or lateral bracing required where dawn** 4.No bad should be applied to any component until after al bradng and 4.Inetelatlon of trust Is the reepondNlly of the respective=tractor.SEQ.: K l 5 8 0 9 5 9 featenere are compete and at no time should eny pads greater than 5.Design assumes trusses are te be used in e non-corrosive environment design loads be applied to any component. end are for"(byMI bearing el use. ry ✓] TRANS ID: LINK 6.DedensutnesMlMertn9at51supports abase.Shin erwedge 11 EXPIRES: 12/31/2016 5.comWTrus has no control overall assumes no responsibility for neussary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 6.Ibis design is furnished subject to the limitations set forth by S.Plates shel be located on both faces dams,and paced so their Center TPIIWrCA In SCSI,copies of which will be furnished upon request. 9.(Digits intl cats sieecoincide with lo plete ncenter inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-2 II.For bads connector plate design values see 656-1311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2399) 850 1-11=(-792) 1946 11- 2=( 0) 226 15-10=(=109) 88 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-1999) 861 11-12=(-793) 1945 2-12=( -361) 158 WEBS: 2x4 KDDF STAND3- 4=(-1588) 769 12-13=1-802) 1859 12- 3=( -226) 676 LOADING 3- 5=( 0) 0 13-14=(-795) 1676 12- 4=( -457) 287 TC LATERAL SUPPORT <= 12"OC. SDN. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POE' 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 92.0 PSF 7- 8=(-1188) 620 7-14=( -860) 450 NOTE: 2x4 BRACING AT 29"01 DON. FOR 8- 9=(-1433) 692 8-14=( -156) 980 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 19- 9=( -119) 508 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-15=(-1624) 692 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) M-1.5x9 or equal at non-structural 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.41 KDDF ( 625) vertical members (tion). 35'- 9.0" -438/ 1995V 0/ OH 5.50" 2.39 ROOF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.106" @ 12'- 0.0" Allowed = 1.792" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0-08-10 0-08-10 MAX HORIZ. LL DEFL = -0.048" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 17-11-11 4-00-10 13-08-11 6-11-09 11-00-02 10-00-05 7_Og f Design conforms to main windforce-resisting 'r system and components and cladding criteria. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 T f f f f f f f f f Wind; 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12-00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7_09 load duration factor=1.6, f 5 6 1 f Truss designed for wind loads in the plane of the truss only. 12 12 7.50 iz Q 7.50 M-4x6f.I I`.M-9x6 M-3x9 M-3x9 4 7 ll L I 11- 1 1 1111111 '''1114111\14 M-3x5(5) M-3x5 M-3x9 0. M0-1.5x3 - 0 s P 0 0 1 o a4e r 0 1** 13 14 **15 -1 o I M-3x5 M-1.5x3 M-312 0.25" M-3x8 M-3x5 y M-5x6(S) O P R O,ce y 6-01-03 y 5-06-04 8-04-09 8-04-09 y 7-04-07 y ~ � ' �.9 /10 i' 35-09 :9782pE17 JOB NAME : 5019-B POLYGON - E7 • �sy Scale: 0.1653 ,� *� WARNINGS: GENERAL NOTES, unless otherwise nete1. ,t / Truss: E 7 Balder and erection tongeden should be advised of all General Notes 1.This deelgn Is based only upon the parameters shown and Is for en Individual -ef •F E G O t\I ss and Warnings before construction commences building component Applicability of design parameter.and proper 7 • V I V 2.244 compression web bnednp must be installed where shove e. incorporation of component Is the responsibility Male balding designer. 6a4 y P iy! 3.Additional temporary bracing to insure stabile),during construction 2.Design assumes the lop end bottom chords to be laterally braced at r ,r, Is the responsibility of the erector.Additional permanent bracing of e o e and at 10 a.c.each 5 pie sed sheathing(TC) braced throughout their length by DATE:: 12/8/2015 the evert'structure is the recontinuous sheathing such as plywood heaths el end/or drywell(BC). '.I t sponsibllly of the until after designer. 3. Impact bridging Sr lateral bracing required where Move♦4.e PA V i.. SEQ.: K 15 8 0 9 6 0 4.No load should be applied to any component until eller a'bracing end 4.Installation of truss is the responsibility of the rewectbe contractor. fasteners are complete and et no time should any beds greeter then B.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied teeny component. and are for"dry mndmon"of use. 5.CompuTrus hes no control over and assumes no reeponeibllity for the B.Gecsiease assumes full bearing at ell supports shown.Shim or wedge If �} �y' fabrication,handling,shipment and Insiellatbn of components. 7.Design assumes adequate drainage Is provided. EXPIRES' 12/31/2. 01 6 B.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPWJTCA In BCSI,copies of which will be famished upon request. Ines colndds with loin)center lines. MITek USA Inc./CompuTfUa Software 7.6.6(1 L}E 9.Digits Indicate she of plate In Inches. 10.For basic connector plate design values see ESR•1311,ESR•1988(MITek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBER SPECIFICATIONS 92-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x6 KDDF H1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7974 12- 3=) -856) 2506 17- 8=( -68) 410 2- 3=( -9520) 3430 12-13=(-2676) 7082 3-13=(-1056) 428 8-18=(-1088) 664 2x6 KDDF #STAND; LL = 25 PSF Ground Snow (Pg)TANTA l&BTR Ti LOADING 3- 9=( -7016) 2662 13-14=(-3808) 9918 13- 9=( -986) 2792 18- 9=( -608) 1889 WEBS: 2x4 KDDF S WE: 2x6 KDDF4- 5=( -5936) 2290 14-16=(-9880) 11904 13- 5=(-4192) 1790 9-19=(-2924) 1364 2x9 KDDF N1bBTR A TC UNIF LL( 00.0)+DL( 28.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 7=( -9596) 4796 17-18=( -334) 816 4-16=( -530) 1236 10-20=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0" V 6- 7=(-1176811768) 4796 17-18=(-4378) 10522 14- 6=(-2778) 1236 10-20=(-5980) 2524 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 42'- 0.0" V 8-7- 8=(-10870) 4438 18-29=(-3596) 5128 16-16=( -276) 999 6) 120 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. _ _ 16- 7=( -394) 952 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6398)0 2588 16-17=(-4166) 10190 NOTE: 2x9 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 42'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) '* For hanger specs. - See approved plans Attachcomply twith e usses required. GUNo ICON D. 2: Design checked for net psf) uplift at 24 c spacing. I �,..- nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords, VERTICAL DEFLECTION LIMITS: LL=1/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.133" 9" oc in 1 row(s) throughout 2x9 webs. MAX LL DEFL = 0.463" @ 19'- 1.3" Allowed = 2.054" MAX Ti CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 91'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, - (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 36-00-05 End vertical(s) are exposed to wind, Truss designed for wind loads I '�2-09 3-02-1) -06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 in the plane of the truss only. T T � T 4 4 4 4 4 12 M-7x8(S) 7.50 V M-5x6 M-3x8 M-3x5 M-3x4 0.25" M-3x5 M-3x10 M-1.5x3 5 6 7 1 8 9 10 11 -/ ' IV a a M 3x63 i Am��:� /N/\ M-3x8„ o �� �� 15 TM-3x10 M-3x5 0 61. 17 le 3 + zo T M-6x8 o M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 0 2X WEDGE M-7x10 M-7X8(5) ('� P� n W/(2) M-2.5X9 TYP. (''� f R .43.75 f}.vU of 12 y y .. [,`.,,‘,GIN .e,,,,, Si42 l y l l y y J, 4-05-11 4-02-03 y 5-01-04 7-07 7-05-04 7-08-12 1-0&05-08 05-08 11-06-08 28-00 y 89782PE <4477 ' 42-00 JOB NAME: 5019-B POLYGON - F1 Scale: l/8" Co.v3 'V OREGON Zn" ,� WARNING& GENERAL NOTES, unless otherwise notetl �,J• ()b I.Balder end erection contr.dor should be edvieed V a1 General Notes 1.This design is based only upon the parameters shown end Is bran Individual 9 V�[� A /y` Truss: Fl a M Waminga b.oro cone mcdon eommencoe. balding component.Applicability of design parameter.and proper l 1 \ / Incorporation of component Is me responsibility of the building designer. V 2.3/comprossion web bracing mast be Installed where ahawn+. 2.Design assumes the top and bottom chords to be later•ty braced at *� ..I 1 l ' 3.Additional temporary bracing to insure stability during conebudlan 2'oats.54 at lS o.c.respectively unless braced throughout Meir length by L,J 1... Is the reeponsibllby of the erector.Additional pennaneM bracing of continuous sheathing such as plywood sheathing(7C)and/or dryo,SP(BC). DATE: 12/8/2015 the overall structure Is the responelbllty or the building designer. 3.24 Impact bridging or federal bracing required where shown++ S E K 15 8 0 9 61 4.No load should be applied to any component until after ail bracing and 4.Installation of truss Is the reeponsibinty of the respeotive contractor. Q• : fasteners are compete and at no time should any bads greater than S.Design assumes trusses are to be used in a nen-corrosive environment.and EXPIRES. 1"I«`31I 01 6 design bade be applied to any component. aware for"dry Nil bearing of use. TRANS ID: LINK 8.Design assumes uNbeannga egsupponsshom.Shim orwedge ll December 8,2015 5.CompuTua has no control over and assumes no responsibility for the nes. , fabdeation.handling.shipment and installation of components. 7.Design assumes adequate drainage Is prodded. 6.This design la furnished piped to the limitations set forth by 8.Piles Mag be located on both faces of trues,end placed so their center TPVWfCA In BIS).copies of Milch will be Nmkhed upon request. 9. nes cPnolde with joint center lines. Digits Indicate sHe of plate In Inches. MITek USA,Ina./CompuTrus SBEW.re+7.W.6SP1(1L)-E 10.For basic connector pieta design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #165TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 1- 3=(-2246) 499 1- 9=(-295) 2006 2- 3=(-365) 246 1-17=(-1654) 404 WEBS: 2x4 RODE STAND 2- 4=(-1346) 506 8- 9=(-238) 1618 8- 9=( -65) 577 11- 7=( -59) 55 3- 4=(-1396) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-284) 1027 TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. EON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1459) 366 9- 5=(-270) 177 6- 7=1 -59) 75 0-16=(-270) 177 TOTAL LOAD = 42.0 PSE "" For hanger specs. - See approved plans 10- 6=( 0) 628 LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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 = -0.088" @ 13'- 3.6" Allowed = 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ, LL DEFL = 0.041" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 f ,' Design conforms to main windforce-resisting 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06 system and components and cladding criteria. T 4 1 r 1 1 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), Q 7.50 load duration factor=1.6, 4.0" Truss designed for wind loads 9 -f-'( in the plane of the truss only. Os M-5x6(5) 0,25" M-3x4 4.1 M-1.5x3 ihik .:,`M-9x9 M-1,5x3 7 ; o O' ...Allk oI ee _.____ / I r0 1"" 8 9 **II M-3x5 M-3x4 0.25" M-3x9 M-3x4 y M-5x8(S) c O f R O pe 10-02-10 ,L /. ), ), "�'�'f�,`(7�INl V /p. y 9-09-06 9-09-06 5-11-10 \� N ` co. 35-09 4 8®78 PE 9t.aw JOB NAME : 5019-B POLYGON - E8 ,,0^/�\\/+/' �+.. . Scale: 0.1653 ,r/ •'a,/ l.' • WARNINGS: GENERAL NOTES, unless otherwise noted. •l 'F 1. Truss: E 8 Builder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown end Is for an Individual , OREGON " end S aming.before construction commences building component.Applicability of design parameters end proper /tea irr 2.2114 compreasiun web bracing must be installed where shown+. incorporation of component Is the reaponsibgltyof Ina building designer. ,�, f�4F v 'b C)• 3,Additional temporary bracing to insure etaNllty during construction 2'''' aealnroa IM lop and t" choMe to be lelere4 breed at . v DATE: 12/8/2015 I Tea m the responsibility of the.rector.Additional permanent bracing or T o.c,and at 10 u.o.respectively unless braced throughout their length by (�`-\ the averaA etructure is the responeiblity of the building designer, continuous ridging a,such as plywoodcigrequired here)son+tlrywall(BC). PA _ `` 4.Natoed should be applied to a 4.2a Irnptd bridging or lateral bracing tyof when shown++ SEQ.: K1580962 pM maamponentunlAarteraAbnangana 4.mdenenononro.elehereepan.bipryorthe respective contractor. fasteners are complete and at no time should any bade greater than 6.Design assumes trusses are to be used Inc noncorrosive environment TRANS ID: LINK design bade be applied to any component. and are ler dry conditionmea=t 5.E mopolrus has no control over and assumes no reaponelbiity for the S.Desigassumes full bearing at all supports Mown.Shim or wedge If fabrication,handling.shipment and Installetion of component=. ry' EXPIRES: 12131/2016/'1 Lit 6.This design la fumlehed subject to the limitation set forth by 7'Pestgasal be latled an drainage fageb provided.an December 8,2015 v tG//4t77 77''GV V TPINJTCA In SCSI,copies of which will be furniehed upon6.Plates incl be located center both faces of irn0.end placed co their center request Anes coincide with joint center lines. M Tek USA,Inc./CompUTNs SORNGre 7.6.6(1L}E B.Digits Indicate else of plate in inches 10.For baste connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATISN IEDRE24E = 1.15 (Non-Rep) LUMBER SPECIFICATIONS 1- 2=( 0) 60 2-14=( -645) 3765 3-14=( -231) 315 12-20=(-2031) 8907 SPACED 24.0" O.C. 2- 3=( -4614) 849 14-15=( -546) 3540 14- 9=( -144) 417 2x6 KDDF #1&BTR T3 3- 4=( -4404) 864 15-16=( -615) 4047 4-15=( -498) 393 BC: 2x1 KDDF #01BTT; LOADING 4- 5=( -3939) 873 16-17=( -615) 4047 15- 5=( -315) 1710 2x10 KDDF ANBTR B35- 6=( 0) 0 17-18=(-1332) 6897 15- 7=(-1395) 354 WEBS: 2x4 KDDF STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -3285) 777 18-19=(-1977) 9630 16- 7=( 0) 327 2x10 KDDF #2 A TOTAL LOAD = 42.0 POE 7- 9=( -4389) 1038 19-20=(-3255) 14931 7-17=( -339) 888 8- 9=( 0) 0 20-13=(-3498) 16005 9-17=( -459) 2364 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -5265) 1173 17-10=(-3723) 927 ADDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" BC LATERAL SUPPORT <= 12"OC. UON. 10-11=( -8313) 1800 10-18=( -900) 4176 11-12=(-11709) 2547 18-11=(-4695) 1113 NOTE___x____________________O_ 11-19=(-1278) 5541 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=(-6885) 1659 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -542/ 2908V -248/ 255H 5.50" 4.65 KDDF ( 625) 96'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.54 KDDF ( 625) ( 3 ) complete trusses required. Join together 3 ply with 3"0.131 DIA GUN nails staggered at: JT 13: Heel to plate corner = 1.50" 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, at 24 "oc spacing.-4 9" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) upliftP 9" oc in 3 row(s) throughout 2x10 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 ROME **HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9" oc in 1 row(s) throughout 2x4 las, TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER.X x x MAX LL DEFL = 0.102" @ 35'- 10.1" Allowed = 2.267" MAX TL CREEP DEFL = -0.312" @ 35'- 10.1" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.027" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" 17-05-11 11-03-10 17-05-11 Design conforms to main windforce-resisting system and components and cladding criteria. 5-05-12 0-10 01 5-07-13 6-00-15 2-11-09 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-02-02 �9-11-12 5-07-13 0-1101 3100-,11 -06-09f (All Heights), Enclosed, Cat.2, Exp.E, MWFRS(Dir), �,( f 1'1load duration factor=1.6, 17-00 � 17-00 Tr1' inuss thedplaneeoffor thewind trussoon only.12 M-4x6 56 M- 3x8 B M-9x6 12 of 7.50 17.14-5X6(5) 13 .7.50 0.25" ./ M-Sx8(S) 4 0-3x6 0.25" M-1.5x33 +11f 1 •�M-4x12 `g ` / /7\3 0 0 A. 1� 15'r 1 7 '11"; 0 4o o M-3x4 M-ix4 0.25" M-1.65x3 M-.3x8 0.25" I1-4x10 I 0 co M-7x8(S) M-12x14M'4x6 [0 P.r4VFe M-` 16493* c. r\AuINE.e. �./0 y y ). y ), J' V �7�y r�� V 8-11 7-06-19 6-07-10 6-07-10 6-00-15 3-02-8900-93-01-0 4t" +9!82PE <"` yy 7! 1-00 96-03 JOB NAME : 5019-B POLYGON - FIGIRD v J l Scale: 0.0881 s/ WARNINGS: GENERAL NOTES, unless otherwise noted: I7 .ef .... EG V N 1.Builder and erection contractor should be advised of an General Notes 1.This design esiing•IIs basednent.en9 open the el parameters rameteNgn s shown wn and A h proper r an Individual811`../ �Q"' Truss: FIGIRD endWemingsbebroconstrucbncommences. buiincorporation ofcomponeidlathe responsibility ofthe buidingdesigner. Q 'VA ,�J { Z.2M compression web bracing must be installed where shown+. 2.Design assumes tM top and bottom chords to be laterally braced at /... 3.Additional temporary bracing to insure Paddy during conetructlon T o.c.and at 10 ex,r.sp.dlvaly unless braced throughout their langth by �`t �� i is Me rosponsldlsy of the erecter.Additbnb permanent bracing of continuous sheathing such as plywood.Mething(TC)and/or drywaA(BC). T- DATE: 12/8/2015 Irks overall structure is the responsibility of the building designer. 7.Ty Impact bridging or lateral bracing required where shown♦+ 4.Na bed should be applied to any component until after alt bracing and 4.Installation of truss Is the responslbNty of the respective coniredor. SEQ.: K 15 8 0 9 6 3 fasteners are compete and at no time should any loads greeter than 6.Deign assumes trusses era to be used in.nen-corrosive environment, and are for'dry condition.'of use. TRANS ID: LINK design keds be applied to any component. 8.Design assumesfullbearingalagsuppodsshown.Shim orwedge II EXPIRES: 12/31/2016 5.Com WTrus has no control over and assumes no reepondbllM/for the ..... fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 8.This design b lumiehed subject to the limitations set forth by 8.Plates aheI be boated on both faces of truss,end placed so their center TPWJICA In BCS!.copies of which will be furnished upon request. Ines coincide with joint center lines. 8.Digits indicate.8e of plate in inches. M ITek USA,Ina./CompUTrus Software 7.6.6(1L)-E IS.For basic connector plate deeign values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-4068) 888 1-5=(-764) 3262 5-2=( -380) 1796 4-7=(-2324) 532 BC: 2x6 KDDF #16BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 2x4 KDDF STAND LOADING 3-4=(-2108) 510 6-7=( -48) 102 6-3=( -234) 1040 LL = 25 PSF Ground Snow (Pg) 6-9=( -668) 2986 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 9'- 0.0" -767/ 3443V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. Join together 2 ply with 3"0.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 nails staggered at: MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.404" MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 206 bottom chords, 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" MAX HORIZ. TL DEFL = 0.007" @ 8'- 10,3" 5-11-11 3-00-05 ** For hanger specs. - see approved plans T I' Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. T f f f Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50load duration factor=l.6, -M9x9 Truss designed for wind loads in the plane of the truss only. d1i o 0 M ,40 Agill Rs= ill of 1 i® S 6 Pill -/ M-5x10 M-3x6 M-6x8 M-3x8 Jr ) Jr Jr 3-01-01 2-06-06 3-04-09 1 9-00 y „,cc) PRGress �v\GI NE6- rpLS m �` :9782PE pr` JOB NAME : 5019-B POLYGON - EGIRD i ..r' Scale: 0.9311 ,.� WARNINGS: GENERAL NOTES, odes otherwise noted Truss EGIRD 41) 1.Builder and erection contractor should beadvised ofaNGeneral Notes 1.TNedesign isbased only upon the parameters eboanend is for anindividual 17 OREGON N. 1.and Warnings before construction commence., building component.Applicability of design parameters and properincorporation -6') 2.2a4 comprepbn web bracing meal be installed where shown+. Design assn of component Is the responds to of the buildingba designer. ' .. ,, 3 Additional temporary bracing to Insure stability during construction7 2.Design assumes the tap sot bottom chorda to be laterally braced al -_�4l Is the responsibility of the erector.Additional permanent bradng of s.tin and at ea17 Win Cash CC sly untag.braced throughout their length by �„w DATE: 12/8/2015 the overall structure lathe responsibility of the building designer. continuous sheathing or such as plywood required sheathing(TC)ander drywag(BC). r' !`s iF g g 3 Di Impact bridging or lateral bracing required where shown++ !'•' S` SEQ. : K 15 8 0 9 6 4 4.No load should be applied to any component until ager all bradng and 4.Installation Whin le the reaponsibigty of the respective contractor, fasteners are complete and at no time should any Weds greater than 5.Design essumes bueeas are to be used In a non-corrosive environment, TRANS ID: LINK design Wads be applied teany component. end are ton dry osndisos of use. 5.CompuTNe has no control over and assumes no responsibility for the 8.Demeeassumes full bearing al a0 supports shown.Shim or wedge If EXPIRES: 12/31/2016 febdcatbn,handling,shipment and Inatellatbn of components, 7.Design assumes adequate drainage is provided. 8.This design is furnished subject tothe limeetionsset forth by 8.Plates shall belocated onboth faces oftruss.and placed autheir center December 8,2015 TPINOICA In SCSI,copies of which vdg be furnished upon request. Ines coincide with Joint center lines, MTek USA,Inc./CompuTfUa Software 7.6.6(1L}E 9.Digits indicate size of plate in inches to.For basic connector plate design values erre EBR-1371,ESR-7980(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC:. 2x4 KDDF #l&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=) -153) 600 17- 8=( 0) 282 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1340) 416 3- 4=(-3911) 1774 13-15=1-1565) 3953 4-13=( -264) 326 18- 9=( -143) 889 WE: 2x4 KDDF STANDR WEBS: 2x4 KDDF STAND; LOADIOG 4- 5=(-3016) 1226 14-16=1 -64) 165 13- 5=) -409) 1200 9-19=(-2522) 958 2x4 KDDF #1&BTR A; LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-2592) 1097 16-17=(-1368) 3664 13- 6=(-1663) 541 10-19=( -83) 283 2x6 KDDF 92 B DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3946) 1524 17-18=1-1368) 3664 6-15=( -52) 499 19-11=1 -725) 1602 TOTAL LOAD= 42.0 PSF 7- 8=(-3870) 1424 18-19=1-1023) 2490 14-15=) 0) 72 11-20=(-1802) 843 8- 9=1-2546) 999 19-20=) -69) 78 15- 7=( -116) 100 TC LATERAL SUPPORT <= 12"OC. UON. 227 15-16=(-1412) 3747 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=1 -387) 7-16=( -452) 311 10-11=( -437) 230 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 245 NOTE: 2x9 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZ£ SQ.IN. (SPECIES ) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 181H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) OVERHANGS: 12.0" 0.0" .. For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL= 0.224" @ 41'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 32-03-10 1-08-11 Design conforms to main windforce-resisting 1-09'r system and components and cladding criteria. 7-11-11 12-07-11 19-07-10 �( f f Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 2-07-0.2-05-052-11-02 6-00-05 5-01-04 ' 7-03-13 7-03-13 6-06-07 1-08-11 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T I 4 T II f f I f load duration factor=1.6r 12 End vertical(s) are exposed to wind, 12 Truss designed for wind loads 7.50 M-5x6(S) Q 7.50 in the plane of the truss only. M-4x6 M-4x6 =M-4x4 M-3x4 M-3x8 M-93x8 ^ 5 6 7 B M-7x8 111r M-3x4 4 m M-1.5x3 B ,n 3 iN o M-3x8 �� ___ Ao N ,��� I moi.=� 12 13 t` i_"6"'"............`.--- _ �- 19 20** o - M-3x10 0 14 16 0.25i�' M-3x5 I M-5x10 , M-1.5x3 M18HS-3x18 13 .7M-8x8 2X WEDGE M-5x10 M-1.5x3 W/(2) M-2.5X4 TYP. M-5X6(S) ('y(R'�QJ�p[- 12 3.75 V f- 12 C y y 05-0 y 5-00-06 6-07-14 y 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 \ "l sig 10"P' 1-08-05-08 11-06-08 28-00 ). :'97 82 P E r y 42-00 JOB NAME : 5019-B POLYGON - F2 Scale: 0.1487 v 9ti •REGON�ti'' WARNINGS' GENERAL NOTES, unlash otherrslee noted. t.Bader and erection contractor should M advised of ant General Notes 1.This design b based only upon the parameter.shown and Is for an individual '.47Gq RY "5 Truss: E2 and Warnings before construction commences. building component.Appllubllty of design parameters end prop., 2.2e4 compression web bowing mud be Installed where Moven*. incorporation of component Is the responsibility of the building designer. 3,Additional temporary looming to Mare stability during construction 2.Design assumes iM top and bodom droraa to M bterapy braced at P./l..0 1 t le Me responsibility o1 the endo,.Additional 1 br.dn f 2 o.e.and at 1St.e o.c.reapectNely uNess Mead throughout their length by �"1 IJ 1.. Remanent g o continuous sheathing such as plywood Mealhbq(TC)and/or drywall/BC). DATE: 12/8/2015 IM wend structure IM the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where Mown 4 e SEK 15 8 0 9 6 5 4.Na load should be applied to any component until untilatter al bracing and 4.Installation of truss is Me responsibility of Me respective contractor. tractor.•: fasteners acomplete and at no time should any bads greater Man 5.Design assumes bums are to be used in a nomeon°.Ne environment. EXPIRES: 12/31/2016 design beds be applied to any component. and gra for"dry condition"of use. TRANS ID: LINK 8.nerg^a•Mum•MM1AIb•ad^eatdMuppodsMnown.3hlmorwwdgslf December 8,2015 5.CompuTrue has no control over aro assumes no responsibility for IM necessary. fabacatlon,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.This design Is furnished subject to the limitations set bah by 8.Plates sM1 be located en both faces of truss,and placed so their center TPWVTCA in BCSI,copies of which will M furnished upon request. 9.InDies ciedindicde with joint t center ee to thine. MiTek USA,Ins./CompuTrus Software+7,6.6SP1(1L)-E 1o.For basic connector plats design values see ESR-7317,ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" TC: 2x4 KDDF #16BTR; IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 2x6 KDDF #16BTR T2, T3 LOAD DURATION INCREASE = 1,15 1- 2=( 0) 60 2-19=(-1912) 3516 14- 3=( -186) 600 20-10=1 -171) 889 BC: 2x4 KDDF #16 BTR SPACED 24.0" O.C. 2- 3=(-4339) 2012 14-15=1-1461) 2769 14- 4=1 -495) 772 10-21=(-2522) 968 WEBS: 2x9 KDDF STAND; 3- 4=1-3911) 1904 15-17=1-1719) 3953 4-15=1 -264) 258 12-21=( -73) 216 2x4 KDDF #16BTR A; LOADING 4- 5=(-3016) 1381 16-18=1 -69) 165 15- 5=1 -372) 1200 21-13=1 -663) 1602 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 18-19=(-1919) 3664 15- 7=(-1663) 568 13-22=(-1802) 776 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 5- 7=1-2542) 1232 19-20=1-1414) 3664 7-17=1 -34) 499 TOTAL LOAD = 42.0 PSF 7- 8=1-3946) 1675 20-21=1-1014) 2490 16-17=1 0) 72 TC LATERAL SUPPORT <= 12"01. UON. BC LATERAL SUPPORT <= 12"OC. NDN. 8- 9=(-3870) 1511 21-22=1 -67) 79 17- 8=1 -198) 141 LL = 25 PSF Ground Snow (Pg) 9-10=(-2546) 1006 17-18=(-1996) 3747 10-12=1 -387) 262 8-18=1 -452) 347 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 0 18- 9=1 -153) 245 NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( -437) 265 ALL FLAT TOP CHORD AREAS NOT SHEATHED 19- 9=( 0) 282 9-20=(-1340) 466 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -315/ 1891V -99/ 182H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -286/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.333" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0,612" @ 19'- 1.3" Allowed= 2,739" MAX HORIZ. LL DEFL = -0.153" @ 41'- 9,2" MAX HORIZ. TL DEFL = 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE:Design assumes moisture content does T f 9-11-11 .( 10-07-11 19-07-10 1-09 not exceed 19% at time of manufacture. 2-05-05 2-09-01 5-01-04 7-03-13 .( T Design conforms to main windforce-resisting 2-04-01 system and components and claddin riteria. 2-07-0f 2-07-0f T4-00-05 T f 7-03-13 'r fT �,(y g ` f ,r ,r ,r 4-06-07 1-04-10 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 7.50 17 12 7.50 Enddvertical(s)duration aare x o, • M-5x6(5) Q exposed to wind, 1 Truss designed for wind loads M-4x65 =M-4x4 M-3x4 M-3x8 M-3x8 \ M-9x6 in the plane of the truss only. M-3x4 1v e 01. a .. 10 `\�M-8x8 R M-1.5x3 + ,• d, ,o M-3x8 m B o - - Asp _ I 1 v ^4 15 r 17 '� u) o ���M-5x10 M-3x10 0l 16 18 9 20 1 22 * �� I 21 22 0 o M-1.5x3 M18HS-3x18 0.25 M-3x5 =M-8x8 2X WEDGE M-5x10 M-1.5x3 -.n3.75 W/(2) M-2.5X4 TYP, M-5x6(5) �''y['� J' l y12 (� C 2-05-08 5-00-06 6-07-14 y 5-01-04 )- 7-02-01 y 7-00-05 y 7-03-13 1-02 14 *\, -' , /` V v6 y2-05-08 05-08 11-06-08 1-00 42-00 28-00 y 89782PE IC JOB NAME: 5019-B POLYGON - F3 4..., Scale: 0.1317 / .r� e'�['7 /'{ 'M1 ^� WARNINGS GENERAL NOTES, unlessotheredse rated p •',FI+OREGON N• �. Truss: F 3 1.Builder and erection conlredor should be eWoN.d e,all Oceans)Notes 1.This design is based onN upon the parameters Mown and is for an Individual ;y /V' 1J and Warnings before construction commences, building component.Appllubllhy of design perimeters end proper ""� fZ`�. 6 � 4Z+‘.- Truss 2.2,4 compression web bracing must be Installed where shown*, Incorporallon&component is the responsibility of the building designer, �T Y 3,Add9wnel temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be leteraIN braced at �"" (h.� i DATE: 12/8/2015 is the reapesdblily of the erector.Additional permanent bracing of 20 Ilea nd atsheathing1ranch es sly unless bread throughout their length by /"'A I L the overall structure Is the responsibility of the building designer. 3,continuous ,Impact bridging lateral bracing required ch re sho^wn•drywnw(6C). r'1�.!1.» SEQ.: KI.5 8 0 9 6 6 4.No wed ehasw be applted to any component antic aCer.It bracing and 4.Instillation of truce is Me responsibility of the respective sentrectar, fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V C�Cc ryt /r�/�.4 TRANS ID: LINK design wads he appliedlo any component. end are for'dry condiioM of use. EXPIRES: 12/31/2016 1/2016 5.CompuTrus hes no control over and assumes no responsibility ter the S.Design assumes NII bearing at all suppona shown.Shim or wedge If fabdutiun,handling,shipment and installation or components. neasn eDecember 8,2015 6.This design h furnished subject to the limitations set forth by T.Design assumes adequate drainage Is provided. TPINVI'CA In SCSI,copies of whish will be furnished u 8.Plates*all be located on ben lase of trues,and plead so their carder upon request. Hnas coincide with Joint center lines MITek USA,Inc./CompuTrus BefMare+7.6.6-SPI(1L}E 9.Digits Indicatesheof plata in Inches, 7 e For baste connector plate design values see ESR-1311,ESR-1989(MITek) This design BER-BCprepared from computer input by P TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 15BTR LOAD DUSPAIED INCREASE TCMBER 4PECIFICATIONS 8 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 234 SPACED 24..0"" 0 O = 1.15 O.C..C. 2- 3=1-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) BC: 659 2x4 KDDF TANDR 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 WEBS: 2x4 KDDF STAND; LOADING 4- 5=1-2602) 1106 15-17=( -845) 2395 4-15=(-498) 375 10-20=( -247) 612 2x4 KDDF STUD A LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=(-408) 1120 20-11=( -30) 632 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 74 9-10=(-1422) 721 17- 7=(-262) 82 LL = 25 PSF Ground Snow (Pg) 10-11=(-1732) 764 17-18=(-806) 2412 NOTE: 2x4 BRACING AT 24"OC UON. FOR 11-11=( -83) 102 7-18=(-232) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE18- 8=( 232) 112 LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.198" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL = -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" NOTE:Design assumes moisture content does 22-03-10 7-OB-11 not exceed 198 at time of manufacture. 11-11-11 4 T 2-09 4-06-02 4-08-09 2 00-05 5-01-04 5-03-14 5-00-06 4-09-14 3-11-09 3-09-02 Design conforms to main windforce-resisting T 1' T 1 f 1' 1' 1' 1' f 12 1' system and components and cladding criteria. 12 M-5x6(5) Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 M-3x4 M-3x4 0.25" M-3x4 0 load duration factor=1.6, 5 6 7 ' ., 9 End vertical(s) exposed to wind, sr - Truss designed fore wind loads M-3X6 in the plane of the truss only. M-3x4 1 9 + + M-1.5x3 + z M-3x6 '' 3 0 M-3x8 -_1111 ...\\\_: 0. A -.:. = -i^' i..•`T 14 is 17 B M .1 1 x M-3x4 M-3x8 0 16 18 1 '.5 20 **21 of M-5x8 , M-1.5x3 M-6x8 0.25 M-3x8 =M-4x4 123.75 2X WEDGE M-5x8 M-5x6(S) W/)2) M-2.5X4 TYP. �[ 'O PRO /• 12 "'r'2�V �U/'�; y y y y y y y y y �e3'SGINE h, s/��9 y-05-0 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 y 2-05-08 11-06-08 28-00 l 4 :9782PE c'' y 0 42-00 1-001.,,0� , JOB NAME: 5019-B POLYGON - F4 1r // III Scale: 0.1538 .4.17 •. •REG©N2„Nu ,�,. WARNINGS: GENERAL NOTES, unless otherwise nestf/, �• �j� I.Bolder and erection contredor elided be advised of Cl General Notes 1.Thibuird sign its based oAnly upon tyefdragnperemoshove eand ndis for proper individual •^' .• '.�/ �� �Y Truss: F4 and~fling.se baron°°^a^+'°" be Installed Incorporation of component Is the reeponsbbty erne bidding desgner. �y I Q 2.De compression web ening must be Installed where shown A. 2.Design assumes the lop and bottom chords to be laterally braced at � /_' �. 3.Additional temporary bracing to Insure stability during construction T o.e.and et 1g'0.0.reapeot sly unlsu braced ihroughed(heir bngth by Is the responsible)/of the ender.Additional Remedied d bracing of continuous sheathing such as plywood sheathing(TD)and/on drywaNBC). DATE: 12/8/2015 the overall structure is the responsibility of the balding designer. 3.9:Impact bodging or lateral bracing required where shown** 4.No bed should be applied to any component until alter all bradng and 4.Installation of(ruse Is me responsibility of the respective contractor. SEQ.: K 15 6 0 9 67 fasteners are complete and al no time should any bads greater than 5.Design sesames trusses are to be used In a noncorrosive environment EXPIRES: j J j �j and are toren/condition'of use. TRANS ID LINK design EaepaTadsbeappledloanycomp°nem. 6 6.Design assumes lull baedngatalsupports shown.Shim orwedge:1 December 8,2015 5.CompuTns hes no control over and assumes no responsibility for the necessary. fabrication.handling,shipment and InstalNtlon of components. 7.Design assumes adequate drelneSe Is provided. 6.This design Is furnished aubled to the kmitatlons set forth by B.Plates shill be bested on both faces abuse,end placed so their canter TPIMTCA is SCSI,copies of whkh will be furnished upon request. linea coincide with Joint center linea. 9,Digits Indicate size of plate In Inches. MITek USA,Inc./CompUTIUS Software+7.6.6-SP1(1L)-E to.For basic connector plate design values see EBR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #l&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1779) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF #1ABTR SPACED 24.0" O.C. 2- 3=(-9990) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22=( -241) 619 WEBS, 2x4 RODE STAND; 3- 9=(-3059) 1370 16-17=(-1160) 2532 16- 4=( -42) 313 22-13=( -111) 628 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 319 13-23=(-1938) 874 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-959) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2140) 1162 20-21=( -937) 2417 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12.0C. DON. TOTAL LOAD = 92.0 PSF 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 NOTE: 209 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 10-12=(-1922) 828 19-20=(-999) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=(-232) 248 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 899 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-19=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-191) 671 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ,t. For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 92'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0,002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.215" @ 19'- 1.3" Allowed= 2.059" MAX TL CREEP DEFL= -0.379" @ 19'- 1.3" Allowed = 2.739" 13-11-11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 91'- 8.5" T �( MAX HORIZ. TL DEFL = 0.173" @ 91'- 8.5" 4-06-02 2-02-0$ 5-01-04 5-00-06 2-02- 08 3-09-02 2-09 4-06-02 0-0S-05 5-03-14 S-09-14 f3-09-02 NOTE:Design assumes moisture content does '1 f f ' 1 1 'I' 1' f f 1 not exceed 19% at time of manufacture. 12 7.50 M-5X6(S) 12 Design conforms to main windforce-resisting M- x9 Q 7.50 system and components and cladding criteria. 1 M-4x6 M-4x6 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 0.25" M-3x4 _ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4End vertical(s) are exposed to wind, M-3X6 Truss designed for wind loads in the plane of the truss only. • M-3x6 M-1.5x3 + 4 -/ o M-3x8 ....4001111... .., o cT,/ o 5 16 r` 17 19 .r U o CDj M-5x8 M-3x4 o M-3x8 M-1185x3 M-K8 1 * 23 - "1 0 0 0.25" M- x8 =M-9x 2X WEDGE M-5x8 W/(2) 19-2.5X9 TYP. ..G33.75 M Sx6(S) VD PROpes: 2 y 212 2 2 2 2 2 y 2 2 e`�, n c INE�i�V }0 05-08 4-06-02 4-07-14 2-06-055-01-04 7-08-04 7-08-04 7-04-07 1-0-05-08 11-06-08 2 c�, ' 28-00 9z-oo 89782PE 'TC JOB NAME: 5019-B POLYGON - F5 �,,!" Scale: 0,1288 /'� WARNINGS: GENERAL NOTES, unless otherwise noted. 114,•,,OREGON - Truss: FS Balder end erection conlrador should be advised of e0 General Notes 1.This design is based only upon the parameters Mown and is for an individualYJ and Vraminge before construction commences building component.Applicability of design paremetare and proper "'SJ ,�L`y`a.:: ,{IG "" ��; 2.2s4 compression web bracing moat be Installed where shown*. Incorporation of component Is the responsibtlty of the building designer. �T I 1 J 3.Additional temporary bracing is Insure etabllly during construction 2 Design assumes the lop and bottom chorda to be laterally braced at �' `� is the responsibility of the erector.Addmonal permanent bracing of 2 c.c.end et 1a'a.c.each cC sty umeas braced throughout their length by DATE: 12/8/2015 the overall structure la the responsibility of the building designer. continuous sheathing such as plywood requiredsheething(TC)and/or drywe8(BC). SEQ. K1580968 3. theaalmpadbmruss5tatereepsneil gwhereshove.* • 4.No load should be applied to any component until after al bmaing end 4.Installation of truss is the responsibility of respective contractor. fasteners are complete and at no lime Mould any bads greater than 5.Design assumes trusses are to be used Ina nonmorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condhmn'ef use. EXPIRES: 12/31/2016 5.CompuTms has no control over and assumes no respnnaibiliy for the 9.Oece es saunas hit beatlnp et all supports shown.Shim or wedge 8 fabrication,handling,shipment and installation of component.. 7.Design assumes adeqty. December 8,2015 d. 8.This design is famished subject to the limitations set forth by 8.Plates shalt be Iscaleduonettr both faces DMudrainage is s*, placed ao their center TPI/NfEA in BENI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9. MITek USA,Ina./CompuTrus Software 07.6.6-SP1(1L}E 10.FForribalsio connadorpleel design values see ESR-1311,ESR-19e8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 487 12-22=1 -280) 616 3- 4=(-3059) 1543 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 4-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 2x4 KDDF STUD A 5- 6=(-2140) 1288 18-20=) -45) 92 17- 5=( -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 478 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.0 PSF 6- 8=(-2397) 1447 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23=( -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 -R-' 10-12=(-1422) 912 19-20=(-1125) 2412 NOTE: 2x4 OPACIOR AT E4SOC UON. FOR8-20=( -232) 288 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 FIE LIYIIBC STORAGE 12-13=( 0) 0 20- 9=( -84) 145 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 21-10=( -135) 684 OVERHANGS: 12.0" 0.0. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -412/ 1888V -166/ 224H 5.50" 3.02 KDDF ( 625) vica or equal non-structural 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) veer.rtical members (won). ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 15-11-11 14-03-10 11-08-11 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 7-09-13 8-01-14 8-05-07 9-09-14 7-09 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" .( f MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-13 3-04-01 5-00-06 4-00 3-09-02 2-09 T f 4-06-02 T 1109-63 T 5-03-14 T 1-60106 f3-09-02f NOT E:Design assumes moisture content does �� f ,: .�--� not exceed 19% at time of manufacture. .M-4x4+ 12 12 11_ Q 7 5O Design conforms to main windforce-resisting 7.50 p M-3x9 7 M-5x6(S) ,_M-9X9+ system and components and cladding criteria. M-9X6M-4x6 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 M-3x4 09 25" M-3 10 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 .6 e y„ ,. load duration factor=l.6, M-3x5(5) End vertical(s) are exposed to wind, M-3x6 M-3X9 3 Truss designed for wind loads in the plane of the truss only. 4 .• + + + M-1.5x3 4 ttp M-3x6 \ -/ 3 0 Lo M-3x8 _-. Mt A o .. P 1.00---""'15 16 ,E 19 .� ... 22 + 23 -/M M-5x8 M-3x4 0 18 20 21 M-3x8 =M-4x9 I to M-1.5x3 M-6x8 0.25" o 2X WEDGE M-3x8 M-5x8 p W/(2) M-2.5X4 TYP. M-5X6(S) �� c,D P R O e 12 3.75 V 12 y 0,51 y y y y y y GI �' r 2-05-08 4-06-02 4-07-14 2-06-0�5 5-01-04 7-08-04 y 7-08-04 y 7-04-07 5.. ` �7 n 0.' y k05-08 11-06-08 28-00 y a9 82 E 9 1-00 42-00 mew JOB NAME : 5019-B POLYGON - F6Scale: 0.1248 �. -7; OREGON c.„,''' WARNINGS: GENERAL NOTES, unless olhervdse noted �) 1.Builder end erection contractor should be edvieed of el General Notes 1.This design is based only upon the parameters Mown end is for en Individual �'!�' 4, rt,[�`l f� Truss: F 6 and Warnings before conatmclinn commences. building component.Applicability of design parameters and proper el I <, 2.244 compression web bredng must be Installed where shown+. incorporation of component Is me reeponsibildy of the building designer. (� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom c ords to be Merely braced at � * u t ``� 7 o.c.and at 10'o.c.respectively unless braced throughout their length by L Is me responsibility of the erector.AedilbMl permanent bredng of continuous sheathing such es plywood sheetHng(TC)endlor drywall(BC). DATE: 12/8/2015 the averel structure Is the responsibility of the building designer. 3.2e tmpad bdtlging or literal bredng required where shown++ SE K15 8 0 9 6 9 4.No hoed should be applied to any component until after el breagues end 4,Installation hues Is the respone bSNty of the respective contractor. 4•: fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used bra non-corrosive environment. EXPIRES: 12/31/2016 design bade be applied to any component. and gra ler•dry full bearing al use. TRANS ID: LINK 8.nesiesary.mssfdlbeadngatail wpportashown.Shim orwedge lf December 8,2015 5.CompuTrut has no centro)over and stomas no responsibility for the n.., febdcation.handling,shipment end Inetelktlon of components. 7.Design assumes adequate drainage Is provided. 8.This design It furnished subject to the limitations set forth by 8.Plates shall be heated on both faces of truss,end placed so their center TPIANfCA In SCSI,copies of which oil be furnished upon request. lines joint center S.Digits Indicate eizeo plate ininche. MiTek USA,Ina./CompuTrus Software+7.6.6SP1(1L)-E 10.For basic connector plate design values see 158-1311,URA 558(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LU: 2x4 KDDF C1TIOA TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF M16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-1896) 3300 3-16=( -773) 512 12-22=1 -342) 614 2x4 RODE STUD A 3- 4=(-3059) 1710 16-17=1-1413) 2535 16- 4=( -55) 313 22-13=( -245) 623 LOADING 4- 5=(-2602) 1622 17-19=(-1392) 2395 4-17=( -499) 301 13-23=(-1938) 1144 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=1-2140) 1427 18-20=( -54) 92 17- 5=( -737) 1120 23-14=( -110) 127 BC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 624 TOTAL LOAD = 42.0 PIE 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=1-2478) 1622 22-23=( -657) 1080 18-19=( 0) 74 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1481 19- 8=( -292) 91 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 18-20=(-1232) 2341 12-13=(-1732) 1012 0-29=( -232) 169 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=(-1-83)) 1106 20-133 1=( -117) 169 OVERHANGS: 12.0" 0,0" 1-11=( -432) 253 21-11=( -156) 697 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA x9 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0" -484/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs, - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 17-11-11 10-03-10 13-08-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed= 2.054" 6-05-07 9-09-14 7_09 T MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 7-09-13 10-01-14 fMAX HORIZ, LL DEFL= -0.140" @ 41'- 8.5" 4-06-02 2-02-13 1- 1-09 3-10-03 5-00-06 3-09-02 2-09 T T 4-06-02 1---r3-11-11i i 5-03-14 T 1-�2-�02 f3-09-02f T MAX HOAR. TL DEFL = 0.173" @ 41'- 9.5" T T f T f T f f 12 f---f1 T 12 NOTE:Design assumes moisture content does 7.50 7 10 not exceed 19% at time of manufacture. Q 7.50 M-3x4 M-5x6(5) Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 M-3x4 S 6 M-3x4 0.25" M-4x6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �,9 11 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(5) load duration factor=1.6, End vertical(s) are exposed to wind, M3x4 D34-3x6 Truss designed for wind loads 3 in the plane of the truss only. M-3x6 AWIIFFFFIII, M1.5x3 }M-3x814.1 Ao :::::/* 18 __ o M-5x8 D4-3x4 o M-3x8 M-1.5x3 M-6x8 0.25" 22 z3 �M M-3x8 =M-4x4 2X WEDGE M-5x8 M-5x6(2) d 3.75 W/(2) M-2.5X4 TYP. A'y(y r 12 ����� I-f1�x'j.� b l y y y y l l l C 2-05-08 4-06-02 4-07-14 2-06-055-01-04 7-08-04 7-08-04 7-04-07 Cs ;`'C:N�IN �- 1 zy as-oa 11-06-08 28-00 l 44 p 4,' 1-00 42-00 • 21-Er JOB NAME : 5019-B POLYGON - F7 40, �' Scale: 0.1249 ' (�('y/ /+� 6) I.Builder GENERAL tin.b unless otherwisenoted: -,�a - OREGON �>*-' Truss: F7 Bugtler and erection contractor should be advised oleo General Note. This design is based only upon the parameters shownaM Is for en individual !Ir C// tr and Warnings before construction commences. building component Applicability of design parameters and proper -T qRY 15 �. 2.2c4 compression web bracing moat be installed where shown v. incorporation of component le the rospunsiblllty of the building desiring, 3 Additional temporary bracing to insure atabllty during construction 2 Design assumes the top and bottom chords to be latera Ay braced at �+ DATE: 12/8/2015 Is the naponsibltty of the erector.Additional permanent bndng of Y o c.and at 10 o.c.respedhely unless braced throughout their length by Jct/1 1 A t \ the averat structure Is Me responsibility of the balding designer. continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). +"t V 4. SEQ.: K1580970 4.Noload should beapplied tea 4.Installation o tmptioboftrusing or heralbracingt ofthempe shown as try component only bads al 4.Design utrustee ere to be sItheroapedes contractor. fasteners are complete and at no time should any bads greater than 5 Design assumes trusses ere to be used In a noncorrosive environment, �/ry p ,A f'A/ q ry/'{ TRANS ID: LINK design loads be applied to any component, and are for"dry condition'of use. EXPIRES; 1.2/31/2016 6.CompuTrus has no control over and assumes no responsibility for the 8.nDeepeeaawmee MI bearing at all supports shown.Shim or wedge if fabrication.nandling.shipment and Installation of components, a December 8,2015 ry• 6.This design la furnished subject to the limitations set faith by 7.Design assumes adequate drainage Is provided. TPIMTCA In SCSI,copies o/which will be furnished upon request. 8.Plates incl be balm on beth has of truss,and pieced so their center . lines coincide with joint center lines. Weir USA,Inc./CompuTrus Software+7.6.6SP1(1L�E 9.Digits indicate We of plate in inches. 1ft for basic connector plate design values see ESR-1311,ESR-1986(MiTek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1- 2=1 0) 60 2-12=(-1030) 2436 3-12=( -236) 300 BC: 2x4 KDDF #16LOAD DURATIONINCREASE" C 1.15 2- 3=(-2811) 1135 12-13=) -831) 2148 12- 4=( -134) 436 BC: 2x4 KDDF ST68TR TR SPACED 299..0" O.C.O3- 9=)_2627) 1142 13-14=( -598) 1740 4-13=( -581) 423 WEBS: 2x9 KDDF STAND LOADING 4- 5=1-2066) 1050 14-15=) -616) 1480 13- 5=( -334) 771 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF 5- 6=) 0) 0 15-16=( -97) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 12.0 PSF 5- 7=(-1700) 995 7-14=( -978) 263 9=(-1527) 928 9-19=( -266) 674 TOTAL LOAD = 42.0 PSF 8- 9-) 0) 0 14-10=) -152) 195 LL = 25 PSF Ground Snow (Pg) 9-10=(-1880) 990 10-15=( -489) 321 NOTE: 2T9 OPACIOR AT EASOC UON. FOR 10-11=(-1825) 815 15-11=) -609) 1540 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-16=(-1713) 856 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIP. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 1894V -258/ 3188 5.50" 3.03 KDDF ( 625) 92'- 0.0" -315/ 1772V 0/ OH 5.50" 2.89 KDDF ( 625) ** For hanger specs. - See approved plans 'COND. 2: Design checked fox net(-5 psf) uplift at 29 "on spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.129" @ 17'- 7.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.229" @ 17'- 7.9" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.055" @ 41'- 10.3" MAX HORIZ. TL DEFL = 0.087" @ 91'- 10.3" 0-07-08 18-04-11 7-10-05 15-09 ,r Design conforms to main windforce-resisting .� 7-00-04 system and components and cladding criteria. 6-02-09 5-09-05 5-09-05 T T 4-OB-13 '-01-08�02-1f 6-06 f Wind: 140 mph, h=25.4ft, TCDL=9.2,BC DL=6.0, ASCE 7-10, T M-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), 18-00 load duration factor=l.6, q M-3x4 8 �M-4x6 12 � Truss designed for wind loads 12 M-4x65 6 M-3x4-` in the plane of the truss only. 7 Q7.50 7.50 I7 = M-5X6(5) 14-2.5x4 or equal at non-structural diagonal inlets. 0.25" M-3x9 4 0 M-1.5x3 M-3x6 3 1 rr./ 0 r ROF of o 1 b3.25" 0.25;'4 =M-4x4 M-1.5x3*K6 .,114„ , t�(., /... 1z wC` CV -3x6 M-3x4 M-5x8($) M-5x8(5) l y y ), y y �45,,�� �NGINEFR l'?b 9-01-03 8-06-04 .17 11-00-02 6-07-12 6-08-12 )' 441C't C" 1-00 42-00 r JOB NAME : 5019-B POLYGON - F8 " ..-...4e:"-:. ..°P • Scale: 0.1398 MI WARNINGS: GENERAL NOTES, unlessathwart)the armeteted 4.-TA.OR G©N�O�'h �, 1.Budder and erection contractor should be nese.advised of all General Notes 1.This deign le owed only upon the parameters shown and Is foyer Ind:WtlueI Truss• F8 and Weminge before bracing nemmensee. buflding component.Applicability of design p teeelero and proper „y ^piy A r 2.2x4 eompreaelon web bredng muk be:efflsd where shown*. incorporotlon of component is the reeponeth8ty of iha building designer. �( �T J 2.DaNgn sasumsa Iha top and bottom chortle b be NNraAy bre<etl al fir. ..�..yyy�L 3.Additional temporary bracing to Insure stability during canetructbn Z e.n.and at 1 Q o.e.respectively unless braced throughout their length by ! /'f� 'SA k the responsibility of the eradar.Additional permanent bracing of nentlnoea sheaming such as ptywosd shsaming(TC)m0/or drpnst)RC). !" DATE: 12/8/2015 the overe6 structure Is the reapenelbtlty of the building designer. 3.20 Impact bridging er Nterol bredng required where shown s No bn'ad should be applied to a component until after all bracing and 4,Installation of truss le the respondsply of the respective contractor. SEQ.: K 15 8 0 9 71 4.fasteners are compete and et no Was should any baa greater then 5.Design assumes trusses aro to be used Ina noncormeve environment, and are for"dry condition"of use. TRANS I D: LINK design Rada be applied to any component. 8.De4en aesumee full bearing at all supparb shown.Shim or wedge if EXPIRES: 12/31/2016 5.ComWTrus has no control over and assumes no responsibility ler the acossery. febdeanon.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided deo their center December 8,2015 8.This design Is furnished subject to the limitations set forth by 8 Plates shellbe of d on centerboth l faces of ttruss,a pace TP WyICA in BCSI,copbe furnished of wad)will upon request. Inc. quest. s. 9.Digits indicate eke)of plate In Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 96'- 3.0" TC: 2x4 KDDF #14BTR -13=) INCIBC 2012 MAX MEMBER FORCES 4WR/ =1.00 BC: - 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1393) 2636 3-13=( -123) 200 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-3051) 1683 13-14=(-1671) 3469 13- 4=( -509) 1102 3- 4=(-2851) 1634 14-15=(-1054) 2498 13- 5=(-1337) 707 LOADING 4- 5=(-2360) 1441 15-16=( -852) 2151 14- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 BC LATERAL SUPPORT <= 12"OC. UON. PSF 4- 6=( 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1974 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3995) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1383 15- 8=(-1162) 1918 NOTE: 2x9 BRACING AT 29"OC TON. FOR 8- 9=(-2159) 1310 15- 9=( -741) 505 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow )Pg) 9-10=(-2780) 1433 9-16=( -134) 535 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3090) 1441 16-10=( -278) 337 LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. 11-12=( 0) 60 OVERHANGS: 12.0" 12.0" 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) M-1.5x4 o equal at non-structural 0'- 0.0" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) vertical members (uon). 46'- 3.0" -402/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=1,/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 0-06-13 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.368" @ 15'- 8.9" Allowed = 2.267" 26-03 MAX TL CREEP DEFL = -0.549" @ 15'- 8.4" Allowed = 3.022" 20-00 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" q MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 6-04-13 9-11-14 9-10-05 6-08-02 13-03-14 1 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 5-01-03 f4-08 5-07-11 5-00 5-03-05 I 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.147" @ 45'- 9.5" I I I I4 q .f T 4 4 10-00 I I Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 12 7.50 7.50 4.0" 7.50 Wind: 140 Q mph, h-25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 8 466 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '\ load duration factor=l.6, M-5x6 Truss designed for wind loads M18HS65x16 3.1 in the plane of the truss only. M-4x6 7 0.25" M-9x6 5 M-3X5(5) 9 � M-1.5x3 M-1.5x3 + +r + o 3 + Adillikilh‘.0 co o 1/ -3x8 0325" M-5x6 0.25'5 le 111116.._ _/ -'1zo N�p M-3x9 M-3x8 1 t• r n Op e,M-5X8(5) o �� "� l ), y 9-07-07 6-00-15 10-06-10 y 9-06-05 y 10-05-11 y - (7 .. �GIN��� 0• J' ), 1-00 46-03 1p p y� 0 89782PE r- JOB NAME : 5019-B POLYGON - F9 . Scale: 0.1216 . I WARNINGS' GENERAL NOTES, odea otherwise noted Truss: F 9 1.Builder and erection contractor should be advised of aft General Notes t.This design la based only upon me parameters shown and h for en individual A"OREGON yO GO I a�� and Warnings before construction commences. building component Applicability of design parameters and proper I v f 7 l.-1 V I V , 2.234 compression web bracing must be Instated where shown n. incorporation of component is the responsibility of the buNding designer. �// 3.Additional temporary bracing to Insure stabile),during construction 2 Design assumes the top and bottom unless braced to berough!Mersey braced at �� G.Q R y .t Is the responsibility of the erector.AddSienal permanent bracing of T co.and at 18ea o.c.respectivelyph/ braved throughout mak length by { �� DATE: 12/8/2015 the averse structure is the responsibility of the building designer. tnrp sus sheathing such as plywood sheathing(TC)and/or"drywaA(BC). c, 0 SEQ.: K 15 8 0 9 7 23.20 Impact bridging or lateral bracing required where shown♦♦ 7"' T 4.No load should be epplied to any component until after aN bredng and 4.Installation of truss la the responsibility of the respective contracto, fasteners are complete end at no time should any beds greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"of use, 5.CompuTrus has no control over and assumes no response"tenths S Design assumes tell bearing at all supports shown.Shim or wedge if .N ry/ .N r'�/'s.4 fabrication,handling shipment end installation of components. 7. nem/dry.n ssumes EXPIRES: IG/ I�GV 1 d. S.This design is furnished subject to the limitations set forth by e.Plates shall be locateduoneboth lewse ios lrusts,eand placed so their center December 8,2015 4 V TP WJfCA in SCSI.copies of which wiN be furnished upon request. tins coincide with)Dint center lines. AUTOUSA,Inc./CompuTrus Software 7.6.6(1L).10.Digits indicate eke of plata In inches. 70.For basic connector plate design values see ESR-1311,ESR-1058(MITek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 204 KDDF #1LBTR LOAD DUSPAIED I24R0ASE = 1.15 2- 3=(-3051) 1568 13-14=(-1506) 3937 13- 9=( -461) 1093 BC: 2x9 ROOF 81613TR SPACED 24.0" O.C. 3- 4=(-2851) 1515 14-15=( -964) 2980 13- 6=(-1350) 630 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2939 14- 7=(-1101) 1993 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3907) 2236 7-15=(-1297) 945 8=(-2117) 1322 15- 8=(-1097) 1905 TOTAL LOAD 42.0 PSF 8- 9=(-2197) 1243 15- 9=( -741) 507 NOTE: 2T9 OPACIOR AT E9SOC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 10-11=(-3041) 1373 16-10=( -278) 339 ALL FLAT TOP CHORD AREAS NOT SHEATHED 11-12=( 0) 60 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -442/ 2057V -316/ 3166 5.50" 3.29 KDDF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 97'- 3.0" Allowed = 0.133" 14-04-11 1-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" fMAX HORIZ. TL DEFL = 0.146" @ 95'- 9.5" 5-01-03 9-08 3-10-09.-09-07 5-06-13 5-03-05 6-06-09 6-06-04 6-11-07 1 T 1 T 4 1 T 10-00Design conforms to main windforce-resisting T f system and components and cladding criteria. 12 12 M-4x6 12 Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7.50 Q,0'• (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 ,/q load duration factor=1.6, "..., Truss designed for wind loads 3.14.4. ...M-5x6(5) n the plane of the truss only. M-4x6 M-5x10 7 0.25" 5 7 M-9x6 J/ +I 4 N01-1.5x3+ + o ./$004/ M-1.5x3 3 / / o O 1•0."-- / r5 -,2 v. o -3x8 0.25" M-5 x6 0.251' M-3x4 M-3x8 O c,,, n PROFes M=5x8(5) M-5x8(5) �` i� c . y l y y l y .. ,, Q 9=07-07 6-00-15 10-06-10 9-06-05 10-05-11 y1 y � � 1-00 46-03 1-00 .97 2pE r_ • JOB NAME : 5019-B POLYGON - F10 � � ' al 0.1216 -� OElie design H b uNaupon the parameters 0/4 •R ©Nn h� WARNINGS: A. I x t.Battler and erection contactor should be advised of ash General Notes 1.This design b bawd only upon the parameter snovm and h for an individual vY Truss• F10 and compression before wracing mu commences building aompof component of design pay of t ere and proper ja 2.2,4 co an web bracing mus be Installed where shown+. Incorporation of component Is the rem chords to of the buy bra designer. mpross2 Design assumes the top and bottom shams to be laterally brand at 3.Additional temporary bracing to Insure stability during construction T on end at 70 o.c.respectively unless braced throughout their length by /y Q. Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaA(BC). ! ,a UL `` DATE: 12/8/2015 the overal structure is the responsibility of the balding designer. 3.Ix Impact bridging or lateral bracing required where Mown+a 4.Na bad should be applied to any component until after all bradng and a.Installation of Musa is the responsibility of the respective contractor SEQ.: K 15 8 0 9 7 3 fastenersaro compete and at ne time should any loads greater than 5.Design assumes truws ere to be used In noncorroelve environment, design bads be applied to any component. and era ler^dry condition.'ri of use. f'{/t� .y/'� /R TRANS ID LINK B.Design aawmeshllbea ng ateAwppoMshown.Shim arwedge if EXPIRES. 12/31/2016 • 5.compaTrw nae no control over and enamel no responsibility ler the nenesary. fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 8.This design Is Banished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end paced so their center TP WyyCA in BCSI,copes of with will be furnished upon request. lines coincide l oInt 9.Digits a sae of plate In inches. lines. MRek USA,Inc.ICompuTfUS Software 7.6.6(1L)-Z 70.For bade connector plate designvaluee ase ESR-1371,ESR-7988(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 #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 1- 3=( 0) 60 2-13=(-1253) 2574 2-14=( -147) 297 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=(-3051) 1317 13-14=(-1829) 3387 12- 5=( -450) 1093 3- 5=(-2351) 1250 14-19=( -829) 2453 12- 5=(-1462) 596 LOADIOG 4- 6=(-3387) 1130 15-10=( -725) 2126 13- 6=(-1862) 850 TC LATERAL SUPPORT <= 12.0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"00. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2119) 1938 15-10=( -956) 2439 13- 4=( -862) 1896 TOTAL LOAD = 42.0 PSF 6- 7=(-2119) 1230 4-17=(-1999) 830 7- 8=(-2138) 1151 14- 7=( -999) 1886 NOTE: 2x4 BRACING AT 29"OC UON. FOR 8- 9=(-2780) 1268 14- 8=( -740) 509 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-3041) 1278 8-19=( -140) 534 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 60 15- 9=( -277) 343 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" 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" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2056V 0/ 0H 5.50" 3.29 KDDF ( 625) !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 12-04-11 3-03-11 10-06-10 20-00 ,r MAX HORIZ. TL DEFL = 0.145" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T T f T T i T T T 10-00 Design conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, 7.50 7.50 4.0" Q 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7 .h( load duration factor=1.6, Truss designed for wind loads 3.1 M-5x6(5) in the plane of the truss only. M-9x6 0.25" M-9x6 M-5x10 4 5 +f 0 3 M -1,5x3 M-1.5x3 + + - ' •v' 1/ t 415 ) • oo 01b, Df -3x8 0?25" M-5x6 0.25M-3x4 M-3x8 1 �0Pn 4oM-5x8(S) M-5x8(S) o �L ryy l 1 y b y C•J \. a�IV 'C 7� � R " , ;9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 ), ki ms1-00 46-03 i0 ' :9782PE e~ JOB .. NAME : 5019-B POLYGON - F11 Scale: 0.1216 WARNINGS: GENERAL NOTES, unless otherwise noted `) Truss: F11 1.Builder and erection contractor should beadvised ofalGeneral Notes 1.This design is based only upon the parameters shown and le for an individual '9 OREG© J ,ti and Wkrnings before construction commences. building component.Applkablllty of design paremetere and proper V I-1 Ln 9.74/f V 2.2.4 compression web bracing must be installed where shown Incorporation of component is the responsibility of the building designer. �/ 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top end bottom chords to be rough braced at "�� "��`,,. .{ /.,� Is the reeponsiNlhy of the erector.Additional permanent bracing of 7c.c.and at 10 o.c.respectively unless braced throughout theirbnglh by I i f DATE: 12/8/2015 the overall structure is the responsibility or the building designer. Impact bridging shgingior lateral sueh as eseg rtl eqrdrsd dw e shownre c •dryvnA(BC). 0 SEQ. : K 15 8 0 9 7 4 4.No load should be applied to any component until after al bredng and 4.nstallagonolOi s is theresponsibilityof the spective contractor. fasteners are complete end at no time should any pads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK designlaadobeapplied toany component. ted are for"dry condroon^oruse. 5.CompuTrus has no control over and assumes no responsibility for the 8.De sdn assumes mil bearing at all supports show.Shim far wedge If �[ .v / c fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage la provided. EXPIRES. 12/31/2016 B.This design is furnished subject to the limitations set forth by 8.Plates shel be low/ed on both faces of truss,and placed so their center December 8,2015 TPIANFCA In SCSI,copies of which MMA be furnished upon request. Anes coindde with Joint center ilnes. 9.Digits indicate she of plate in inches, MiTek USA,Inc./CompuTrus SOftWare 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311.ESR-1988(MMTek) This PACIFIC designLUMBER-BC prepared from computer input by INC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER: SPECIFICATIONSKDD &BTRTRUSS SPAN 6'- =0.0" 1-2=(-65) 64 1-3=(0) 0 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF 01sBTR SPACED 24.0" O.C. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -9/ 202V -25/ 680 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 588V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ps uplift at 24 "oc in REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 f) p spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 3-11-11 ,� MAX NO RIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -1 (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. 1� ►03 14-3x4 l l 6-00 'PROVIDE FULL BEARING;Jts:1,2,3 ' <10) PR OFk.�� NGINE4,4 h, -7 c' 8.782PE <` JOB NAME : 5019-B POLYGON - BJ2 Scale: 0.5893 WARNINGS: GENERAL NOTES, unless elirerelee noted •` to..-64,OREU`©N Oh 1.Builder and erection contractor should be advised of al General Notes 1.This building design iis sorontbased only upon nithe y at ererndesigpareters amen and ters and isfor a individual - < �,i Truss: BJ2 and Waminpa before construction commences. Incorporation of component is the napomlbplly of the bolding designer. 44/ � ry�! 1 2.2a4 compression web bradng must be Installed where shown♦, 2 Design assumes the lop and bottom chords to be the b braced al 3.Additional temporary bracing to Insure Aadlity during construction 2 o.c and at 10 o.c.respectively 11,1k1 se braced throughout their length by yt t 0 Is the responsibility of the ender.Additional permanent daring of continuous sheathing such as plywood ehealhmg(TC)end/or drywel(BC). .19 1.. DATE: 12/8/2015 the overall structure Is the responsibility of the bolding designer. 3.20 Impact bridging or lateral bracing required where ehown•+ No bad should be applied to any component until after al bradng end 4.Installation of truss la the reaponadlty of the respective contractor. SEQ.: K 15 6 0 9 7 5 4.fasteners are complete end at no time should any loads greeter then 5.Design assurtes trusses ora to be Urea m.ne neo ro•ve en wnment. design beds be applied to any component. and are for'dry full bearing of use. TRANS ID: LINK8.I.elfin..eumeanalb.aring.8 9suppamaha�.n.shim arWedgeIf EXPIRES: 12/31/2016 5.CompuTrus hes no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Amite coincide located ith Jointcenteron both hlffaes of truss,and placed so their center TPNWfCA in SCSI,copies of which will be furnished upon request. 9.Digits Indicate elseofplate In inches. MiTek USA,Inc./CompuTrUS Software 7.6.6(1L)-E IS.For basic connector plate design values see ESR.1311,ESR41988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS LU: 2x9 RODE #12x4 TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 2579 3-13=( -145) 277 BC, 2x4 KDDF STAND SPACED 24.0" O.C. 2- 3=)-3051) 1341 13-14=(-1275) 3391 13- 4=( -446) 1093 LOADING 3- 4=(-2851) 1279 14-15=( -841) 2456 13- 6=(-1356) 592 TC LATERAL SUPPORT <= 12"OC. UON. 4- 5=( 0) 0 15-16=( -732) 2127 14- 6=(-1462) 868 TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1157 16-11=( -962) 2439 14- 7=( -883) 1901 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3887) 1964 TOTAL LOAD = 42.0 PSF 5-18=(-1278) 887 7- 8=(-2117) 1238 15- 8=(-1008) 1887 8- 9=(-2138) 1159 15- 9=( -740) 508 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-11=(- 1277 6-10=( -139) 534 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-33041O4l)) 12 66 16-10=( -277) 343 LIVE LOAD AT LOCATION(5) SPECIFIED BY INC 2012. 11-12=( 0) 60 OVERHANGS: 12.0" 12.0" 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" -354/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -349/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "o0 spacing- VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.316" @ 15'- 8.4" Allowed = 2.267" 0-07-08 MAX TL CREEP DEFL = -0.539" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 10-09-11 5-03-11 10-06-10 20-00 MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 5-01-03 9-08 5-00-03 5-06-13 5-03-05 6-06-09 6-06-09 6-11-07 MAX HORIZ. LL DEFL = 0.089" @ 45'- 9.5" 'r .� ,�,� ,r MAX HORIZ. TL DEFL = 0.195" @ 45'- 9,5" 10-00 Design conforms to main windforce-resisting 12 12 M-9x6 12 system and components and cladding criteria. 7.50 177 7.50 177 9.0" Q 7.50 Wind: 140 mph, h=25.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, gff (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3.1 M-5X6(5) Truss designed far wind loads in the plane of the truss only. M-9x6 7 0.25" M-9x6 5 M-5x10 9 6 +I + + M-1.5x3 M-1.5x3 + o 3 A. 0 c o 1/- "1 p 13 { -\ 2 `19 16 I =3x8 0.25" M-5x6 8 M-3x9 M-3x8 0 . G 1 V rR{0 M-5x8(5) M-5x (5) 0 V4G�N (l y y y l l : �9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 ---, -,tey' y'0 J' y 44 fi196-03 1-00 :9782PE r- JOB NAME : 5019-B POLYGON - F12 MEW wlss Scale: 0.1216 / "/ -0"WARNINGS: GENERAL NOTES, unless othernoted: Il / ,F Truss: F 12 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters ahovm and is for an Individual '7 . OREGON /'y_, _J and Warnings before conehucllon commencos building component.Applicability of design parameters end proper 7�.i� lJf-EG O ��-. 2.b4 compression web bracing must be Installed where shown*. Incorporetlon of component la the rosponstbNity of the building deNgner. FJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom ehome to be hterolty braced at '•. ..G,q�y`/:,y(J �4¢ I.the reepanleblllty of the erector.Additional permanent brodng of 2'me.end at 10'ex.rs vety unless braced throughout their length by ply 1 DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 2 Impact sheathing suchras plyworequiredod who,.shown and/"drywall(BC). �� SEQ.: K1580976 4.No load should be applied toe4.2xlm anon of Ins or hteresyssloglyohwhprashe rota PA.�t any component any Geer all bracing and 4.DInesign assumes Inns b the are to b used of the respective contractor, 1 fasteners are complete and at no time should any bade greater than 5.Design assumes Misses to be m a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are far'dry condition.or use. 5.CompuTrue has no control over and assumes no responsibility for the 8.Design assumes Sill bearing al of supports shown.Shim or wedge If �/ ` �cv fabrlcatlon,handling,shipment and installation of components. necessary' EXPIRES: 12/31/2016. 8.This design is fumished subject to the limitations set forth by 7.DestgneeWmeeatled on drainage laprows, December 8,2015 TPIWI'CA in SCSI,copies of which will be furnished upon9.Plates he loafed on both teas dhows,and plead m nett center request. linea coincide cosh Joint tamer lines. MiTek USA,Inc./CompuTNs Software 7.6.6(1L}E N.DIOih indicate she of piste in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(6111616 • This FIC designLUMBER-BC prepared from computer input by PACI IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TRUSS SPAN 6'- 0.0" 1-2=(-109) 88 1-3=(0) 0 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 TC: 2x4 KDDF #16BTR SPACED 29.0" O.C. BC: ERA KDDF #16BTR LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Or- 0.0.E -33/ 266V -90/ 107H 5.50" 0.93 KDDF ( 625) DL ON BOTTOM CHORD = 10.0 PIF 5'- 9 2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) TOTAL LOAD= 42.0 PIE' 5.- 11.7" -89/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PIF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR DSPAC LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 5-11-11 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 2 Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-50, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), A load duration factor=1.6, ( Truss designed for wind loads in the plane of the truss only. M 0 oc too 'cr El03�� I 1 Weradi o M-3x9 6-00 r�S� �NG� EE,'"(9,p (PROVIDE FULL BEARING;Jts:1,3,2 4 •9782 E � � C" JOB NAME : 5019-B POLYGON - BJ3Scale: 0.5397 , WARNINGS: GENERAL NOTES, uMessatherwha noted: ' y OR � h�� �. 1.Builder and erection contractor should be advised of al General Notes I.This design Is based only upon the parameters shown and Is foranIndividual /�jr 4. TTUSS: BJ3 and GemInpsberorocondtuctloncommenaa Wadincornpamponent.mponenebstheresponnperemeter end '9 &ARY 1`' �✓ Inuring cora of component is lho reky of design a m the bending tledgnar. ,,, 2.gra compression web bracing must be installed where shown«, 2.Design manes the top and bottom chords to bs laterally braced at �AsT 3.Additional temporary bracing to Insure stability during construction T o c.end et 10 a.c.raepedNely odes broad throughout their length by A U � la the responsibility of the erector.AddSonal permanent bracing of continuous Meatmng such as plywood sheathIng(TC)and/or drywel(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the bolding designer. 3.24 Impact bddging or lateral bracing required where Moven•v 4.No Ned should be applied to any compent until alter all bracing and 4.Installation of truss Is the responsibility of the recpeHNe contractor. SEQ.: K15 8 0 9 7 7a fasteners are compete and at no time should any wads greater than 5.Design mammas trusses are to be used Ina noncorrosive environment, and are for•dry condition•of use. EXPIRES: pc /�lt��.1 f /'� TRANS ID• LINK design wads be applied to anyrmponenl, S.Design assumes full bearing at all supports shown.Shim or wedge if f'I1 GV7. �2/J /201 5.CompuTNshas rwcontrol over and aswmsanoreaponsiblldyfor the 6 nee December 8,2015 esery, fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainege Is prodded. S.This design M furnished subject to the limitations set forth by 8.Plates shall awsewM joint center both llfaces of Buse,and plead so their meter TP W'CCA in SCSI,copies of whkh will be furnished upon request. nes. 9.Digits Indicate size of plate in inches. MiTek USA,Ina./ComptTrus Software 7.6.6(1L)-E 10.Fot basic connector plate design values see ESR-1511,ESR-19138(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 96-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 9-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1574) 7952 3-13=( -90) 578 18-10=(-4179) 1008 2x6 KDDF #16BTR T2 2- 3=( -9828) 1982 13-14=(-1576) 8196 13- 4=( -744) 3294 10-19=( -930) 9364 BC: 2x6 KDDF SS; LOADING 2x10 KDDF SS B4 3- 4=( -9912) 2012 14-15=(-1430) 8274 9-14=(-2418) 619 19-11=(-9986) 1208 LL = 25 PSF Ground Snow (Pg) 4- 5=( -7994) 1596 15-16=(-1428) 8280 14- 5=( -666) 3599 11-20=(-1436) 6234 WEBS: 2x4 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 46'- 3.0" V 5- 6=( -6814) 1392 16-17=( -832) 5356 19- 6=(-1912) 630 2x9 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 9'- 0.0" V 6- 7=( -6476) 1268 17-18=( -899) 5958 6-15=( 0) 199 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 9'- 0.0" TO 46'- 3.0" V 7- 8=( -9720) 1039 18-19=(-1734) 8948 6-16=(-3868) 792 8- 9=( -4732) 1026 19-20=(-2670) 12808 16- 7=( -466) 2880 TC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3943.0 LBS @ H'- 0.0" 9-10=( -6599) 1320 20-12=(-2764) 13229 7-17=(-2688) 614 BC LATERAL SUPPORT <= 12"OC. UON. ADDS: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-10802) 2218 17- 8=( -966) 9658 11-12=(-15826) 3346 17- 9=(-2536) 644 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-18=( -478) 2638 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -1327/ 6406V -303/ 310H 5.50" 10.25 RODE ( 625) 46'- 3.0" -2062/ 9764V 0/ OH 5.50" 15.62 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: JT 2: Heel to plate corner = 2.75" 9" oc in 1 row(s) throughout 2x4 top chords, JT 12: Heel to plate corner = 9.50" J,--- 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 2 row(s) throughout 2x6 bottom chords, 9" oc in 3 row(s) throughout 2x10 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 "'HANGER BY OTHERS TO APPLY 9" oc in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" 9" or in 2 row(s) throughout 2x6 webs. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.201" @ 20'- 9.8" Allowed = 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" .( 8-11-11 ( 5-08-11 11-06-10 20-00 3-09-02x09-E}09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-034-02-12f Design conforms to main windforce-resisting '( f '( .1 f f fsystem and components and cladding criteria. 12 12 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,HCDL=6.0, ASCE 7-10, 7.50 7 50 M-4x6 Q 7 50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 Or, load duration factor=l.6, g .0 Truss designed for wind loads ,1' in the plane of the truss only. M-5x6(S) 3.N^ M-3x5 7 0.25" M-4x8 M-6x10 S 6 +t A M-3x6 T. M-3x8 M-1.5x33 Z + M-9x8 o 1 M18HS-3x16 o I roc oi 3x10 M-6x8 14 l5 9.2 16 T1is zo I 0 0.25" M-3x6 0.25" M-3x8 0.25" I M-3x8 0 M-7x8(S) M-7x6(5) M-12x1485 ,,v-.) P R ope. y y3443y# y M18H li§# i J� rA`GINfi f J• 5-10-04 2-07-10 6-04-04 5-06-11 y 5-10-03 y 6-07-11 y 6-05-15 2-10-071 4-00 � V,vcT S�/�,. 1-00 46-03 y :9782 E �C-- JOB NAME : 5019-B POLYGON - F13GIRD . Scale: 0.1050 f IMFWARNINGS' GENERAL NOTES, unless otherse noted I'+ /p �w y�� Truss: F 13 G I RD 1.Builder and erection contractor should be advised oral General Notes I.This design P.based only upon Be parameter.shown and h tel en Individual 17 0 f1 E 4 7©I V a and Warnings before construction commences. building component.Applicability or design parameters and proper v 1' O• �+�r 2.Z.e;compression web bracing must be installed where shown+. incorponibn or component is the responsibility of the building debgner.y e �� b �'s. 3.Addmonal temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at '�/ • Is the responsibility of the erector.Additional permanent bradng of T o.c.and al 10 o.c,respectively unless braced throughout mala length by /.,.. DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 2.Irapacontinuo.ridging or such l bradnood airedsheathing(TC)ereshown drywaA(BC). rt. PA U L {� 4.Ne bad mould be applied to a con3 2a Impact bridging or lateral bndng required where ehawn P {s SEQ.: K1580978 pP M component until after all bradng and 4.Installation of tussle the responbbiuty of the respective Dents. . fasteners are compete and al no time should any bads greater than 5.Design assumes wanes are to be used In a non-cornalve environment. TRANS ID: LINK design bads be applied to any component. and ars for"dry rendition"of use. 5.Co spam has no control over and assumes no responsibility ter the a Oe sid mum.NH bearing at all support.shown.Shim or wedge if EXPIRES .. 1 G/J 1/L V I V lebriaten handling,shipment and installation er components. 7.Design sesames adequate tlr&eegs is provided. 6.This design lafurnished eub)adtothe limitations fret forth by' 8.Plates shell beboated enboth faces artmss,and placed etheir center December 8,2015 TIVARCA In SCSI,copes of which eli be furnished upon regasi. Ilnee coincide with Joint center lines. • MtTek USA,Inc.ICompuTrue Software 7.6.6(114-E9.Digits indicate size of plate In Inches. . II.For basic connector plate design values sea ESR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -76) 31 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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -23/ 237V -54/ 1466 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.058" @ 2'- 11.9" Allowed = 0.641" IIIIII"111111 3 -f MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7.50 [7* (r Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir I, I)(� load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M C o N O Z 1�� 9 o M-3x4 y y 6-00 1-11-11 ,,ik ,.%), PRQFC (PROVIDE FULL BEARI NG;Jts:l,4,2,3 ICo `,�'1VE f0 \'9782PE r JOB NAME : 5019-B POLYGON - BJ4 • '~'� Scale: 0.5074 -if: WARNINGS: GENERAL NOTES, unless otherwise noted' G., •REGI©N '� 1.Boder and erection contrador should be advleed of aN General Notes 1.Ibisdbuilding Is based only cpon the of parameters parametersshove end is and poorer Individual I. 7/• q. {�1 Truss: B J 4 and Warnings before construction commences. incorporeBon of component is the responsibility of the buNding designer. V-4 R f '��j f. 2.2i4 compression web brgdng must be installed where shown+. 2,Design assumes stet top end bottom drords to be latently braced at 1 Yi/ 3.Additional temporary bracing to insure stabllhy during construction T c.c.and eta o.c.respectively unless braced throughout areir length by //w+�. t Is the rospondbllNy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/ordrywef(BC). /r " AUa� 0 DATE: 12/8/2015 the overal structure is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required who shown+ SEQ.: K 15 8 0 9 7 9 4.No lewd sitouid be applied to any component ural alter all bredng and 4.Inatattatian of tons is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina nen-corrosive environment, design load.be applied to any component. end gra for"dryfull condition"of use. TRANS ID. LINK e.Design.aaamesfdl6.arang et 09suppanashown.shim arwedge If EXPIRES: 12/31/2016. s.compaTruaneamaontrolover.nd..wm..nor.eponelalnyrortne „e�essary, fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided, December8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of truss.and placed so their center TPICATCA in BCS(,copies of which WC be furnished upon request. N.Ins.Digitcoincide with te sire of joint platecenter llinlines. MITek USA,Int./CompuTrus Software 7,6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ENR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-290) 208 1-4=(0) 0 2-3=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BCATIOG MAX VERT MAX TIOZ SIG REQUIRED SPG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" 3 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 2 in the plane of the truss only. 0 r tO 1�� M-3x4 y y l 6-00 3-11-11 ') P O �.. (PEARING;Jts:l,9,2,3 GIN ROVIDE FULL B © .4L` 89782PE �� JOB NAME : 5019-B POLYGON - BJ5 ,,10,1"„^ •' Scale: 0.4382 WARNINGS: GENERAL NOTES, unless othenmse noted _J1111, Truss: 13J5 1.Builder and erection contractor should beadvised old General Notes i.This design is based only upon the parameters Mown and is for anIndivlduel Kf OREGON ,�_! and Waminga boom consimcdon commences, building component.Applicability of design parameters and proper 2 2a4 compression web bracing must be installed v4wre shown a, Incorporation of component is Me responelblity of thebuuding designer. / �.l p Y ,.s 3.Additional temporary bracing to Insure stebilfty during conduction 2.Design assumes the tap and bottom chords to be laterally braced at "'��// er� Is the responsip Iay of the erector.Additional permanent bracing o! 2'az and et 10.oz.respectively unless braced throughout their length by -4 DATE: 12/8/2015 the overall structure lathe responsibility of the boldin de continuous shuttling or such as plywood sheething(TC)andror drywall(BC). /ev 1- V V. g signer. 3.2v Impact bridging or literal bracing required where shown a e /"'� ` SE Q.: Ki5 8 0 9 8 0 4.Na bed should be applied to arty component until Mu all bracing and 4.Installation of truss b the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design traeumas trusses ere to be used In a noncorrosive environment, TRANS I D: LINK design bade be applied to any component. and are torary condition"a f use. 5.CompuTrue Ms no control over and assumes no responsibility ler the B.Design assumes full bearing at all supports Mown.Shim or wedge II EXP /3 p fabrication,handling,shipment end installation of components. 7.Designassumes adequate drainage Ie provided 1..X IRES: 1 2•"e 1/201 6 6.This design isfurnished subject tothe limitations eel teCh by 8.Plate..hafl be ienated on bath ten.,attna.s,end plated sa their teeter December 8,2015 TPIhWI'CA In BCS(,copies of which MA be furnished upon',squeal bee coincide with Joint center lines MiTek USA,Inc./CompuTrus Software 7.6.fi(AL}E 0.Digits indicate size of plate in inches. 10.For basic connector plate design values see E5R-7311,E5R-7858(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER 4PECIFICATIONS 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 TC: 2x4 KDDF 616BTR LOAD DUSPAIED INCREASE = 1.15 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 WE: 2x9 KDDF ST6NTR SPACED 29.0" O.C. 3-4=( -29) 34 3-7=(-175) 88 WENS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA HC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) OVERHANGS: 12.0" 0.0" 3'- 10.9" -89/ Ely 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" 3_11_11 MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" f I MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 12 MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0 7.50 MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" 4 -/ Design conforms to main windforce-resisting 0 system and components and cladding criteria. M-4x6 Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '-1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1 I load duration factor=1.6, oTruss designed for wind loads I N in the plane of the truss only. w M-1.5x3 C. ME 7 aETOMIIIIMILIE r o o ►� MS-3x9 0 1 M-3x4 M-3x5 ), y y y 2-03-12 3-00-03 0-08-01 y 1-00 y y 2-05-08 y 6-00 3-06-08 � ��D }�f�Q�'�ScS' (PROVIDE FULL BEARING;Sts:2,9,7 ci y�� V 4t` :9782PE r JOB NAME : 5019-B POLYGON - CJ2 ,..-*--......._7; • Scale: 0.5696Vir (y /+.(�' WARNINGS: GENERAL NOTES, unless otherwise noted: C.•, �JREG V I Y �y� 4.0 t.Builder and erection contractor should be advised of all General Notes 1.b�lade0 romp based Applicability or design parameshown ters andls for proper aldual4. ,4/ej v Q" Truss: CJ2 sntlwamiroabererownwnkon<omm.nooe incorporation ofcomponemlethe roaponsibilityofthe building designer. Q ��1! J i 2.aro compression web bracing mast be metalled where show„4. E Design(resumes me top and bottom chords to be laterally braced at . `.t 3.Additional temporary bracing to Insure stability during construction 2 e.c.and et 10 o.c respectively unless braced throughout their length by `' �.,5 UL �\ le the responsibility of the erector.Additional permanent Miming of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). f.,, DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.as Impact badging or lateral bracing required where shown++ 4.No load should be applied to any component unto alter ail Mang and 4.Installation of tuns is the responsibility of the respedNe contractor. SEQ.: K 15 6 0 9 81 fasteners are complete and at no time should any loads greater than 5.Design(resumes trusses aro to be used in a noncorrosive environment, and are for"dry condition"of use. yq p �+ t� ) .9 TRANS ID• LINK design mads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: I2/31/20t� S.CompuTNs has no control over and eawmes no rospomldl8y for the necessary, p fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December$,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed se their center TPUWfCA In SCSI,copies of which MP be famished upon request. joint%nes coincide with 9.Digits Indicate size of plate In Indus. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311.ESR-19811(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" TC: 2x9 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1,00 BC: 2x9 KDDF #160TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-139) 187 6-5=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 LOADING 3-9=( -65) 53 3-7=(-327) 238 TC 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 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -95/ 393V -93/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11,7" -56/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.019" @ 2'- 3.8" Allowed = 0.254" 1' MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 12 4 ./ MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 7.50 MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" (I) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ti load duration factor=l.6, M-4x6 I Truss designed for wind loads o in the plane of the truss only. 3 du , d,m r M-1.5x3 o o 11.-- 1 MA3x4 0 M-3x4 M-3x5 1 1 l y 2-03-12 3-00-03 0-08-01 l 01 y 1 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,7,9 I � ('�V f1'�aP��. =cc' IN��/9. 0 :9782 pE 3- JOB NAME : 5019-B POLYGON - CJ3 , r .40, Scale: 0.5115 , WARNINGS: GENERAL NOTES, unhssatherwise noted' �� ,F Truss: CJ3 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and Is for an Individual .1 OREGON N. and Warnings before constnation commences building component.Applicability of design perimeters and proper +,(y �y.. Z.Dt4 compression web bracing must be Installed where Mown+, Inwrporallon of component Is the responsibility of the building designer. ..e� �.. rt, �-r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lap and bottom chortle to b laterally brand sl �/ �^ is the responsibility of the erector.Additional permanent bracing of 2'o.c.end at 10 sc.napedlvely unless braced throughout their length by /� \� DATE: 12/8/2015 the overall structure is the responsibility of the building designer, continuous sheathing such es plywood sheathing(TC)ardor th wall(BC), r' /y �^j 4.Na load should be awned to a Wm 3.2i Impact bridging or htenl bradrg required where Mown+a /"' C i SEQ.: K 15 8 0 9 8 2psi nig component nil ager all bracing and 4.Installation of truce is the responsibliity of the respecbve wdred°, fasteners are complete and at no time should any Rads greater than 5.Design assumes trusses are to be used in a nontortasive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry candllon"of use. 5.CompuTrua has no control over end assumes no responsibility for the 6.Design assumes full bearing al all supports shown.Shim or wedge If XP t�( ry/� febdcatlon handling shipment and Installation of components. 7.Design asumes adequate drainage is provided. EXPIRES:ES: 1 G/31/L V 1 6 6.This design ti furnished subject to the limitations set forth by S.Plates shall be boated on bath faces of truss,and placed so their center December 8,2015 TPINVTCA In SCSI,copies of which will be fumhhed upon request. Knee coincide with Joint center linea. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 9.Digits indicate she of plate In inches. 19,For basis connector plate design values see ESR-1311,ESR-7958(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 60 2-7=( -82) 187 7-6=( 0) 18 TC: 2x4 UDE #16BTR LOAD DURATION I24R0ASE = 1.15 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 BC: 2x9 ROOF STANTR SPACED 24.0" O.C. 3-4=(-179) 98 3-8=(-327) 197 WEBS: 2x9 ROOF STAND LOADING 9-5=(-119) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ ORG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 23.7" 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 5.- 9.0" 0/ 140V 0/ OH 5.50" 0.22 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.259" MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 5 MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" -, MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" 12 MAX HORIZ. TL DEFL = 0.015" @ 5'- 9.0" 7.50 9 Design conforms to main windforce-resisting w( system and components and cladding criteria. A Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=l.6, II Truss designed for wind loads c in the plane of the truss only. M-4x6 3 �O A �e_ 0 8 o -m r M-1.5x3 of 1 -� Mi 3x9 0l 0 M-3x4 M-3x5 J. y 1, l 2-03-12 3-00-03 0-08-01 Jr ), 1 1-00 l 2-05-08 5-06-03 l , ) P R OPe 6_00 1-11-11 � , AJG1NE A t.1/0 0 _.. !PROVIDE FULL BEARING;Jts:2,8,4 I 89782PE { JOB NAME : 5019-B POLYGON - CJ4 Sale: 0.9172 ' 4.4 �. WARNINGS: GENERAL NOTES, unless otherwise noted: "'y,�II OREGON�o', Q`. 417 t.Budder srrd erection contractor should be advised of ed General Notes 1.This d=eco is beta only upon the parameters sheen end is for en individual Truss: CJ4 end Wamings bebn mnstmc ion wmmences in building cton of compoApplicabilitya responsibility pay of the end proper q�Y � 2.2x4 compression web bradng must be Installed where shown v. Design assumes of component an le the m chords of the budding designer. _` 3.Additional temporary bracing to insure stability during construction 2.Design and sf 1 s lM top and bottom dloma to be!Morally braced alby `4 Is the responsibility of me enactor.Addisonal permanent bracing of T nti eta hin ouch 5.ply wood s braced throughout r dry lengthl ). Yh sI U 1- l continuous sheathing such es plywood sheathing(TC)end/or drywaA(BC) f"'fi DATE: 12/8/2015 the overall dndure Is the responsibility of the budding designer. 3.25 roped bridging or lateral bracing required where shown 0• 4.No bad ahe,dd be applied to any component until after all t n bradng and 4.Installation of Is the responsibility of the respective centndor. SEQ.: K 15 8 0 9 8 3fasteners are template and at no time should any bads greater than 5.Design aseumea truss.s ere to be used m.non-corrosive environment and are for dry condition'or use. �/�'] / ) 6 TRANS I D: LINK design bads be applied to any component6.Design assumes full bearing at all supports shown Shim or wedge if Ey*( IRE 1 2( 1/201 5.CompuTrue hes no control over and assumes no responsibility for the 88888.8y. fabrication,handling,shipment and installation of components. 7.Dedgn assumes adequate drainage is provided. December 8,2015 6.This design is furnished subject b Me Ilmltetions set forth by 8.Plates shell be located on both faces or truss and placed so their center TPWVTCA in SOSK,copies or which wig be furnished upon request. lines de S.Digits indicate dth Joint in MiTek USA,Ina./CornpuTrus Software 7.6,6(1L)-E 10.For basic oonrector plate design value.see ESR-1311.ESR.t 988(Weft) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" TC: 2x9 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 196 7-6=1 0) 18 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 3-4=(-201) 171 3-8=(-254) 136 LOADING 9-5=1 -83) 46 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -26/ 374V -73/ 215H 5.50" 0.60 ROOF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ 0H 1.50" 0.16 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9-11-11 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -/ MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 ' Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .-i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), `4 load duration factor=1.6, r) .-4 Truss designed for wind loads 'j in the plane of the truss only. N M-4x6 3 gliallaftimp f-- ___ al 1 8 o _� f o �� M-1.5x3 o 1 M-3x4 M23 x9 0' M-3x5 J. l J. l 2-03-12 3-00-03 0-08-01 J, l y l 1-00y 2-05-08 7-py6-03 ). 6-00 3-11-11 ti NC;IINE .LP 0 'PROVIDE FULL BEARING:Jts:2,8,4,5 I 1, kJ 17 89782PE • JOB NAME : 5019-B POLYGON - CJ5 "" Scale: 0.3706 v - I,. r WARNINGS: GENERAL NOTES, unless otherwise noted ' Truss: C J5 1.Builder and erection oontrednr shodd be advised of all General Notes 1.This design h based only upon the parameters shown and la for en Individual y+OREGON (ha,'o and Warnings before construction commences hoisting component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown e. Incorporation of component Is the responsibility of the building tlestgner. eA� V 3 Additional temporary bracing to insure stability during construction 2.DesIga assumes the top and bottom Moms to be Mandy braced et 'q, c f]V .{5 '� Is the responsibility of the erector.Additional permanent bredng o! T o.c and at ID c.o.each es sty s sae braced throughout their length by �"1 A 1 �� DATE: 12/8/2015 the overall structure is the responsibility of the bolding designer. 220 Irapa us sheathing such l b plywood air el s army s tlrywaA(BC). � (j 4.No road should be applied to anycon 3.In Impact bridging or lateral bredng required where shown+. c, SEQ.: K 15 8 0 9 8 4 pp component until after all bracing and 4.Installation of truss is the responsibility of the reapedNa contractor. fasteners are compete and et no time Mould any pads greeter then 5.Design aewmae trusses are to be used in a noncorroalae environment, TRANS ID: LINK design bads be applied to any wmponent. end are for"dry condition"of use. 5.Compurrus has no comm over and assumes no responsibility for the 6.Design assumes full bearing at all supporta Mown.Shim or wedge If EXPIRES: .A J .A �j/� fabrication handling shipment and installation of components. ecasury' ^I�II�L � 12/ I�{V 1� 8.This design Is furnished subject to the limitations cat fotlh by 7.Designiesassumes adequate drainage Is trusts,an December 8,201 5 V TPW/TEA In SCSI,w B.Plates Mall be loaded on both faces of frau,and placed w their center pas of which villi be famished upon request. Anes coincide with Joint center linea Wel(USA,IDC.Ilampwlrus Software 7.6.6(1 L}E 9.DISIta Indicate sos of pale In Inches. 10.For basic=motor pate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 LUMBER 4PECIFICATIONS 1- 2=( 0) 60 2- 8=(-102) 149 8- 7=( 0) 18 TC: 2x4 KDDF #16BTR LOAD DUSPAIED I24REASE = 1.15 SPACED 29.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 99 BC: 2x4 KDDF STANDR 3- 4=(-262) 170 3- 9=(-259) 183 WEBS: 2x4 KDDF STAND LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 24.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 4.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" f6 MAX LL DEFL = 0.011" @ 2'- 3.8" Allowed = 0.254" -/ MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" 5 MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. ,, Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 o load duration factor=l.6, I Truss designed for wind loads r- in the plane of the truss only. M-4x6 3 4 to Ai -�_ _ -1 MIMMlill9 ¢ K*MMEMMM A o M-1.5x3 1 J� - M23x4 0 o M-3x4 M-3x5 y y l .8 2-03-12 3-00-03 0-08-01 y1-00 y 2-05-08 y l 9-06-03 y `c�'� Cy,PN�o1�`r ',,Qct_. 6-00 5-11-11 17 ��C'J i 1 1,,, (PROVIDE FULL BEARING;Jts:2,9,9,5 I 8°7821-E I-- JOB NAME : 5019-B POLYGON - CJ6 Scale: 0.3204 WV WARNINGS: GENERAL NOTES, untass otherwise notedC 'wy' h 40) 1.Bolder end eredbn contractor Would be advised of all General Notes 1.This design Is based only upon the parameters shown and le Mr an Individual 0 114,ORE"O" '�y���" Truss: CJ6 and Warnings before conshudbn commences. buildinburning componentponeM ib:Iey of design parameters and proper ,S &� f 2,2o4 compression web bndng must be Installed where shown+. (Design cumion l the top and botttheom responsibility tit be the building bra ed t 'T J `' 2.Design mums the tap and bekom Momsto b.lelenly braced at ;y+ 3.Additional temporary bracing to Insure Mobility during construction T 0.0 and at IN o.c.respectively unless braced throughout their length by ey�y Is the responsibllty el the erector,Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). � PA UL . DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2i Impact bridging or lateral bracing required where Mown++ 4.Na bad Would be applied to any component until after al bracing and 4.Insiallatbn of truss is me responsibility of me respective contractor SEQ.: K 15 8 0 9 8 5fasteners are complete and at no time should any bads greater than 5.Design assumes misses are to be used Ina noncorrosive environment and are for dry condition of use, EXPIRES: 12/31/2016 l/'l+ .l J{�/'{{p TRANS ID: LINK design bade be applied to any component. 8.Dekgn assumes hal baring at al supports shown.Shim or wedge It EXPIRES: 1G/ 1/{ViV 5.CompuTma has no control over and emotes no responsibility for the necessary. fabrication,handling,shipment end mstelletion of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates Bs s shall be llocated both hlle faces of truss,and placed so thele center ith TPNNfCA in BCS(,codes of which suit be furnished upon request. 9.Digits Indbete s5.)int center of plate In inches. MITek LISA,Ina./COmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 60 2-5=(0) 0 2-3=(-165) 151 3-9=( -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.8" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ OV 0/ OH 1.50" 0.00 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" 12 0MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX TC PANEL LL DEFL = 0,060" @ 2'- 9.3" Allowed = 0.427" 7.50 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. rn o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, .I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. o 0 i 1 2.=. 5.=. -/ M-3x4 l l y l 1-00 6-00 1-11-11 (� J'�[� (PROVIDE FULL BEARI NG;Jts:2,5,3,9 I ' 0✓ PR Ok.4.• 4,Cc t9 89782PE 1'r' JOB NAME : 5019-B POLYGON - EJ3 -imp„ • Scale: 0.5080 • WARNINGS: GENERAL NOTES, unless otherwise noted' r Truss: EJ3 1.Builder end erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Indhklual 1.-OR EG0111 S and Warnings before construction commence., building component.Appllublllty or design parameters and proper i fl t741IV 2 2e4 compression web bracing must be InNalbtl where shown+. Incorporation of component is Me reepondbNity of the building designer, �/ 0 3,AddBbnel temporary bracing to Insure NOM during construction 2.Design end at 10'.5 tap end bo8om dorms to be leforagy braces at "�� "i�C'f`,,. .y 5 � Is the responsibility of the erector.Additional permanent bracing of 2 o.c. at ee o G respectively unless braced throughout their length by /�, `�T i DATE: 12/8/2015 the overall structure Is the responsibility of the building designer continuous ridg ng or such as plywood required a where shown dryweA(BC), `, �� ` 3.Dt Impact bridging or lateral bracing required where shown+. SEQ.: Ki5 8 0 9 8 6 4.No bad should be applied to any component until eller se bracing and 4.Installation of truss Is the responsibility of the respectNe contractor, fasteners are complete end el no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK desIgn teed.be appt:ed teeny component end eye fo,dg eandtlen'St as. 5,CompuTrus has no control over and amnion no responsibility for the 6.Design assumes NII bearing at all support shown.Shim or deeps If y A'} .A �] I]('{1 p fabrication,handling,shipment and installation ofcomponente. 7,pealpn estumes adequate drainage is provided. EXPIRES: .12/31/201 V S.This design is furnished subject to the limitations set forth by 8.Plate.shall be located on both faces aftruss,and placed ce their center December 8,2015 TP W,'TCA in BCS(,copies of which will be fomished upon request. Ines coincide with joint timer lines. 9.Digits Indicate Nyeof plate In Inches. MITak USA,Inc./CompuTrua Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311.655-1988(MITak) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" 1-2=( 0) 60 2-5=(0) 0 TC: 2x9 KDDF #1BTR LOAD DURATION INCREASE = 1.15 2-3=(-223) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 3-4=( -89) 90 TC LATERAL SUPPORT <= 12"OC. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PUP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.8" 0'- 0.0" -22/ 375V -72/ 219H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -! MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 0 MAX TC PANEL LL DEFL = 0.039" @ 3'- 9.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 12 MAX HORIZ. TL DEFL= -0.003" @ 9'- 10.2" 177 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0oload duration factor=l.6, 1 Truss designed for wind loads o in the plane of the truss only. ko 0 W -1 0 2...,:m., 5� I . M-3x4 PR y 1-00 y 6-00 y 3-11-11 y <(.3 G N �S`r''�C7 (PROVIDE FULL BEARING,Jts:2,5,3,9 I CO e3s iR , 89782PE r • JOB NAME : 5019-B POLYGON - EJ4 • Scale: • 0.4386 '--' vim'' /y WARNINGS: GENERAL NOTES, unless otherwise noted "' + OREGON2o'4 7.Budder end erection contractor should be advised of at General Notes 1.building component.Appdcn is based only ablldy of on the derameters sign parameters end proper individual /l Truss: EJ4 and Wmpessonwbefore cbnahugimucommences.lled Incorporation of component is theresponsibdltyofthebuildingdeeigner -y qRy 15 {�, 2.b4 compression web bribing must be installed where Mown+. 2.Design assumes the tap and bottom chorda to be laterally braced al fy `J 3.Additional temporary Meting to Insure stability during construction Z o.s.end at 10'0.0.respectively unless braced throughout their length by �`t A CIA '4 the responeibildy of the erector.Additional permanent braeing of continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). I" AUL DATE: 12/8/2015 the overall structure Is the responsibility of the budding designer. 3.let Imped bridging or Wend bracing required where shown♦+ 4.No load should be applied to any component until after ad Mating and 4.Installation oftnns Is the responsibility or the respective contractor. SEQ.: K 15 8 0 9 S 7 festenen are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, and gra forass medry condition"of use. y�IC']� c .d Jed �j .ti p TRANS ID• LINK design bads be applied to any component. 6.Design assumes tollition"gatall supports shown.Shim or wedge if EXPIRES: 1 7471/20/V 5.CompuTrua hes no control over and assumes no responsibility ror me necewry. fabdcetion,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the dmdatlons set forth by 8.Plates shell be located on both feces of truss,end placed so their center TPNNTCA in SCSI,copies of which will be furnished upon request. lines coindde with point canter lines. 9.Digits Indicate size of plate In Inches. M(Tek USA,Ina./CornpuTrus Software 7.6.6(11)-E 10.For Nieto connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF CATIOR TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF 814BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 3) 60 2-5=(0) 0 2-3=(-223) 208 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 2.8" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -a" MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" 0MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 7.50 2 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 INo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. 0s oI "'r 0 0 S�� -no M-3x9 y 1-00 )- 6-00 y 9-02-12 y c. fic�... 'PROVIDE FULL BEARING;Jts:2,5,3,4 I l r 4 �G IN .�h IC> 897821-E �r JOB NAME : 5019-B POLYGON - EJ5 Scale: 0.4371 . WARNINGS: GENERAL NOTES, unless otherwise noted: / 'F Truss EJ5 1.Builder and erealoncontreaorehoudbeadvised ofalGeneral Notes 1.This design is based only upon the parameters shown end).reran individual .yam OREGON ,�_.J aM N4minge before consmction commences. building component.Applicability of design parameters and proper ISti 7 244 compression web bradng must be Installed where shown« Incorporation of component lathe responsibility of the building designer. �/ 3.Additional temporary bracing to Inure stability during construction 2.D°sign assumes ms top and bosom chords5.6to be laterally throughout braced at � Gist Iy '� DATE: 12/8/2015 is the rsaponaalily of the erector.Addnbnal permanent bradng of 7 o.c.end at,7 o c.reapeca.ply unless brand throughout their length by ` al the overall structure Is the responsibility or the building designer. continuo.rdgingior stenaspang re tired where)and/or tlrywal(SC). `, ��UL ` 3.24 Impact bridging or lateral brsdng required where Mawn«« SEQ.: Ki5 8 0 9 8 8 4.No load should be applied to any component until after all bradng end 4 Installation of truss Is me respondbltity of the respective contractor. fasteners as complete end et no time should any bads greater than 5.Design assumes busses are to be used Ina noncorrnive environment, TRANS ID: LINK design bads be applied to any component. and ars for"dry contlnlon"el tee. S.CompuTrus has no control over and esoon, no rseponsibilly for me S.Designamineshal bearing et all euR o is shown.Shim or wedge if fabrication,handling,shipment and Installation of component.. 7.Design assumes adequate drainage is provided. EXPIRES: 12+31/LV 1S,7 6.This design is furnished subject to the limitations set fodh by 8.Plates shall be located on both fans of truss,and placed so their center December 8,2015 TPIIWICA in SCSI,copies of which will be fumiah°d upon regnat. lines coincide with joint ceder line, MTek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits indicate size of Mete in Inches. 10.For basic connector plate design values see ESR-1311.ESR-1e66(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN E'- 0.= IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 1" 1-2=(0) 60 2-4=(0) 0 TC: 2x9 KDDF #10BTR LOAD DURATION INCREASE = 1.15 2-3=(0) 85 SPACED 24.0" O.C. BC: 2x9 KDDF #16BTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0,- 0.0" -73/ 276V -15/ 59H 5.50" 0.49 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ OH 5.50" 0.11 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 spacing. BOTTOM CHORD CHECKED FOR SOPSF 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 TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 f f Design conforms to main windforce-resisting system and components and cladding criteria. 12 7.50 Wind: 14lmph, Heights),Bft,Enclosed,4Cat.2, Exp.B,AS (AllCE 7-10, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 3 e M ', o r 0 o li o 7<:9 I O i M-3x9 y 1-00 IpROVIDE FULL BEARING;Jts:2,3,4 I 9-00 R/1 � p, D VZC'S, 4z* 89782PE 1-14 yr JOB NAME : 5019-B POLYGON - FJlSale: 0.5747 --- WARNINGS: GENERAL NOTES, unless otherwise noted 9� � GV.. ^J tC}.. 1.Builder and eredbn contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is far an IndNidual 7 ,-s[ Truss: FJ1 and Warnings beforeconsrucbon commences. building component Applicability of design parameters and proper ,tee &�� �� `Y" 2.244 compression web bradsmust be Installed where shown+. Incorporation of component Is Me responsibility of the building designer. �( (JV. p g 2.Design names the top and bottom chords to be laterally braced at ` 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10 0.c.respectNely unless braced throughout their length by it /*f t \ 7,4 lathe responsibility of the erector.Additional permanent bradrp of continuous sheathing such as plywood sheathing(TC)end/or drywal(BC). A UL. DATE' 12/8/2015 the overact structure lame responsibility of the building designer. 3.2a Impact bridging or lateral bradng required where shown 0 0 4.No load should be applied to any component until after Cl brodng and 4.Installation of truss la the responsibility of the reapedNe contractor. SEQ.: K 15 8 0 9 8 9 fasteners are complete end at no time should any beds greater then 5.Design assumes trusses are to be used Ina non-corrosive environment. and are for'dry condition"of use. T RAN S I D: LINK design loads be applied to any component. 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES.. 12/31/2016. . 5.CompuTNa has no control over and assumes no rsepanslbllhy for the necessary. I�pr p fabrication,handling,shipment and lnetatstion of components. 7.Design assumes adequate drainage is prodded. December$,2015 8.This design is furnished subject to the limitations set forth by 8.Portecolel be located woc)tedtn center both lines.facesof truss,and placed so their center TpUNRGA In SCSI.copies of winch will be furnished upon regime. g.Digits Indicate size of plate In inches. MTek USA,Inc./CompuTrUS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(1,11Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF#16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR 1-2=( 60 2-4=(0) 0 SPACED 29.0" O.C. 2-3=(-37)7) 76 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 361V -29/ 976 5.50" 0.58 KDDF ( 625) 3'- 10.9" -189/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.902" MAX BC PANEL TL DEFL = -0.179" @ 4'- 11.3" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 3-11-11 1' 1' 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. m 0 0 ,-1 ,oN o I o 0 1 111.- 11 P.' M-3x4 y1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 9-00 y D PROF,- 4,.01'‘ s CO' yyGIN� 9. '`0 ct` 89782PE ki ter` JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5247 �I r,. �" Ma WARNINGS: GENERAL NOTES, unless otherwise noted 'F Truss: FJ2 1.Builder and erection contractor Model be advised or ail General Notes 1.This design Is based only upon the parameters Mown and is for an Individual .ef OREGON �"J and Warning.before construction commences. building component.Applicability of design parameters and proper ,/y I��..//aa�!OREGON Y h (�,. Z.D 4 compression web brseor moat be installed where shown a. Incorporation or component is the nsponstbAlty of the building designer. F44°t,4, J R 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom shone to los laterally braced al "5/ us�'+ is the responsibility of the erector.Additional permanent bracing of 7 sc.and at ID o.c.reepectNsty unless braced throughout their length by �] DATE: 12/8/2015 the overall structure Is there oontinuous sheathing such as plywood sheathing(TC)and/or dryweg(BC). �U L `` responsibility of the until g designer. 3.2a Impact bridging or lateral bracing required where Mown rt SEQ.: K 15 8 0 9 9 1 4.No load Mould be applied to any component until after all bracing and 4.Installation of truss Is the regmnalbigty of the respective contractor. fasteners are complete and at no lime Mould any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design leads be applied to any component. end are for"dry condition"or use. 5.CompuTrus has no control over end assumes no responsibility for the 6_rDieeeds assumes full bearing at all supped.Mown.Shim or wedge if �'r fabrication,hendtirp,shipment and InstalNibn of components. 7.Design eawmes adequate drainage h provided. EXPIRES: 12/31/2016 8.This design N furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPIM/ICA In SCSI,copies of which will be furnished upon request. Anes coindde with joint center tins. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 9.Digits indicate size of plate In inches. 10.For basic connector plate design values see ESR•1311,ESR•1 g88(MITek) This design preparedLUMBER-BC from computer input by TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PROIFICATIONS 1-2=( 0) 60 2-5=(0) 0 TC: 2x4 ROOF 016BTR LOAD DURATION INCREASE = 1.15 2-3=(-168) 152 BC: 2x4 KDDF 014BTR SPACED 24.0" O.C. 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 37BV -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 _/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" ') MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 , MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting 11 - system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f.1 load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 Li') o I �� 1 1119 0 2►� 5 1 M-3x4 y y 6-00 y 1-00 1-11-11 {, 0 PROpe , C S, (PROVIDE FULL BEARI NG;Jts:2,5,3,4 I frA\C:J 1. `c NE **'g 1"ki 17 " :�9782PE S/1- JOB NAME : 5019-B POLYGON - FJ3 41. Scale: 0.5080 / Milf WARNINGS: GENERAL NOTES, tides.otherelle noted 1.Bulder and erection contractor Mould be advised of al General Notes 1.Thle design h based only upon the parameters shown and I.for an Individual ��,;[y �',�,///:::OREGON p" Q` Truss: FJ3 tib Weming.before conetfdbn commeieee. balding component.AppllneNlEy of design parameters and proper f,"a�+ Incorporation of component Is the responsibility of the building designer. "' .4 t. ].b4 compnpbn web Oredng mud be Instated where shown v. 2.Design assumes the lop and bottom chorda to be laterely braced at 3.Additional temporary bracing to Insure.lability during construction 2.c.c.and at 10.o o.ieepeottveN unless braced throughout thein length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywe8(BC). Pq.UL s, DATE: 12/8/2015 the overall structure lett.responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown•• 4.No load should be applied to any component until after all bracing and 4.Inetalleson of truss Is the reeponsibllty el the respective contractor. SEQ.: K 15 8 0 9 9 3 fasteners are compete end at no thea should any bads greater than 5.Design assumes trusses are to bs used Ina noncorrosive environment, design bees be applied to any component. end are for"dry oondmon.of use. �/p{p �+ T RAN S I D: LINK B.Design assumes fill bearing at all supports shown.Shim or wedge I! EXPIRES-7. 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the necoseary, fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage I.prodded. December 8,2015 hW 6.This design Is himished subject to the limitations set forth by 8.Pries coincide located oh t Int center both thlneas of truss.and placed as their center TpfCA in BCS(,copies of which will be furnished upon request. 0.Digits indicate size of plate b Inches. M(Tek USA,Ina./CompuTruS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Mak) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1,00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KITE #1&BTR SPACED 24.0" O.C. 2-3=( 0) 60 2-5=(0) 0 2-3=(-226) 207 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=( -90) 90 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL---L/180 q MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" 0 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss desig 0 mned for wind loads o in the plane of the truss only. r o io T o 0 2 5�� -/ M-3x4 yl 00 y 6-00 y 3 11-11 y ) P R OFt- (PROVIDE FULL BEARING;Jts:2,5,3,9 I r`� re-\A '‹C'' GIN 4 �/ t'U ./ :9782PE17 JOB NAME : 5019-B POLYGON - FJ4 .r �, Scale: 0.4386 WARNINGS GENERAL NOTES, unless otherwise noted' �� Truss: FJ4 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and I.loran Individual 4. .' OREGON Kt end Warnings bale,.conNrudlon commences, building component.Applicability of design parameters end proper OREGON VtV a,",,. 2,2x4 compression web bracing must M Installed where shown+. incorporation o/component la the responsibility of the building designer. '{ 3.AdtlgbnaltemporerybiacingtolnwrastabllNytluringconstrudbn 2.Designass mesthetopandbottomchordatobe ughybrerotlet 9,11 4/:�Y �5 '' mac' Is the responsibility of the erector.Additional permanent bracing of 2'continuous at 7Q o c reuoh cc styplywoodunless braced throughout their length by DATE: 12/8/2015 the overall structure la the responsibility of the building designer. xImp sheathing later as cingrequired a where o nonr C drywall(BC). �� .S i+' K1580994 4.No load should be applied to any nom 3.In Impact bridging or the lateral braG�yofthe where Mown++ r Q. component until after all bracing and 4.Installation of truss b the responsibility the respedne contractor. fasteners are compete and at no time should any bads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condiion•of use. 5.CompuTrus Ms no control over and assumes no responsibility for the S.Design scones full bearing at all supporta shown.Shim or wedge if ES /�a)!].g f/ �v fabrication,handling,shipment and installation of components. 7.Oesign.sones adequate drainage le provided. EXPIRES: 1Gy31/12018. 6.This design is furnished subject to the limitations set forth by S.Plates shall be boated on both faces of truss,and placed so their center December 8,2015 TPI,TCA in SCSI,copies of which will be furnished upon request. lines coincide van Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L}E e.ForDigbe indicate size of plata In Inches, 15.For basic connector plate design values see ESR•7377,ESR-1988(MITek) This FIC designLUMBER-BC prepared from computer input by PACI LUMBERIBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 SPECIFICATIONS TRUSS SPAN 10'- 0.0" 1-2=( 0) 60 2-5=(0) 0 TC:: =2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 3-3=(_290) 208 BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. 2-3=( 222) 08 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 4.0" 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 0 MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 ,-a load duration factor=l.6, )j� cn Truss designed for wind loads o in the plane of the truss only. ko I o A5►� I M-3X4 y ) c�CO '(��ED P R OGI NE -fi�S y y 1-00 6-00 9-09 'PROVIDE FULL BEARING;Jts:2,5,3,9 I ff� 7 f0.--7 t 89782PE r" JOB NAME : 5019-B POLYGON - FJ5Sale: 0.4315 • ��' OREGON WARNINGS: GENERAL NOTES, odeupotherwlar noted 17 ON �. 40 1.Builder and erection contactor should be advised of an General Notes 1.This design is based only upon ma parameters shown and N for en individual -I Truss: FJ5 sod Wamings before bradnctmu cammencas, balding component.ApplOaHEy of design parameters end proper rlir �}p Y r Z.2r4 compression web brad M be Installed where shown�. Inoorporation assn of component an la the responsibility of the bolding line "T a4 '`a t p rp mu 2.Design assumes the tap and bottom Words to be laterally bead al j� i 3.Additional temporary bracing to Insure debility during construction Y c.c.and at 1N o.o.reapedNaly unless bawd throughout their length by At" �1 is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood shoething(TC)and/or drywai(BC). PAUL DATE: 12/6/2015 the°versa dmcture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown•• 4.No load should be applied to any component until alter al bracing and 4.Installation of truss la the rospnnsibllty of the respective contractor.SEQ.: K 15 8 0 9 9 5 fadeners ere complete and at no time should any loads greater than 5.Dedgn assumes basses are to be wed in.non-wrrodve environment, and are for"dry oondnlon•of use. EXPIRES: 12/31/2016 R l�JI].R r� G TRANS ID: LINK design keds be applied to any component. 5.Design names full bearing al all support shown.Shim or wedge If LY1f IBES: I2/2 1201 U 5.CompuTNe has no control over and sesumea no responsibility kr the necessary, fabrication.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 S.This design Is 81misiled subject to the limitations set fodh by 8,Plates shall coincide with bowled o t Int on center as of truss,end placed so their center TPUWRCA M BC51,capias of which red b furnished upon request. Ines Digits Indicate s5.of plate In Inches. MITek USA,Ina./CompuTrus Software 7.6.6)1L)-R 10.For basicwnnedor plate design values we ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF ATIOR TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 BC: 2x4 KDDF N14BTR LOAD DURATION INCREASE = 1.15 SPACED 24.0" O.C. 2-3=( 0) 60 2-8=(0) 0 2-3=(-469) 453 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-324) 289 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-119) 200 DL ON BOTTOM CHORD = 10.0 PSF 6-7=(--47) 89 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 6-7=( -47) 22 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) o LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 423H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) 8-01-03 11-02-01 ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = =0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX IC PANEL TL DEFL = =0.056" @ 2'- 11.9" Allowed = 0.641" MAX HOAR. LL DEFL = -0.009" @ 17'- 11.2" 5 MAX HORIZ. TL DEFL = -0.009" @ 17'- 11.2" 12 7.50 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=1.6, 17 M-3x5(S) o Truss designed for wind loads Nin the plane of the truss only. ti 3 us aI r I o M-3x4 0. 1-00 6-00 y 13-03-09 y `Ca ;,�C1GiN�', �'/�y IPAOVI DE FULL BEARING;Jts:2,8,3,4,5,6,7 I 89782P =7E r JOB NAME : 5019-B POLYGON - FJ10 • Scale: 0.2585 •0';- r.* • . WARNINGS: GENERAL NOTES, unless otherwise noted: 4 M1 Truss: FJ10 1.Builder and erection contractor should beadvised ofalGeneral Notes i.Thisdesign isbased onyupon the parameters.hemeand isfor anindividual OREGON and Wamings before construction commences. building component.Applicability of design parameters end proper 1. F Irl V f VON �, 2 204 compression web breeds must be Installed where it ♦ Incorporation of component is the responsibility ofthe buldng designer. V 3.Additional temporary bracing to Insure to bllgy during co06 sot:on 2.Design assumes the top and bottom chords to be Literally braced al "'7 -7 f'y t ,{4j /'�. IS the rospontobllgy of the erector.Additional permanent bracing of 7 o.c.and at l0 a c respectively unless braced throughout their length by `;_ al r 1 { DATE: 12/8/2015 the Quenu structure is the responsibility of the building deslgnen, continuous sheathing such as plywood shoe 06cr.C)end/or drywll(8G) /'� �A � 3.Is Impact bridging or lateral bracing required where shown+. SEQ. : K],5 8 0 9 9 6 4.No bad should be applied to any component until alter all bracing and 4.Installation of Inns Is the responsibility of the respeclNe contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a non-corrosive environment, TRANS I D: LINK design loads be applied to any component, and are for"dry condition"of vee. 5.CompuTrus has no control over and assumes no responsibility for the 6.De 4ca�N ewmas NII bearing at all suppose chovm.Shim or wedge If �[R fi ry.1� )f� .1 G fabrication,handling,shipment and installation of components. 7.Dealgn assumes adequate drainage is provided. EXPIRES:(RES: 1 2/31/GO[V. 8.This dealgn ie furnished subject to the Iodations set forth by 8.Plates shall be located on both faces of truss,and placed no their center December 8,2015 791/W7CA in BCSI,copies of which wig be furnished upon request. Ines coincide with joint center line.. M,Tek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits indicate size or plate In Inches. ill.For bask connector plate design values see ESR-1311,ESR4988(WC'S) This designLUMBER-BC prepared from computer input by IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TRUSS SPAN 6'- 0.0" 1-2=( 0) 60 2-9=(0) 0 LUMBER 4PECIFICATIONS LOAD DURATION INCREASE = 1.15 2-3=(-99) 46 TC: 2x4 KDDF #16BTR SPACED 24.0" O.C. BC: 2x9 KDDF #166TR TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) TOTAL LOAD = 92.0 POP 1'- 10.9" -107/ 101V 0/ OH 1.50" 0.16 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 62 ) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-5 psf) uplift at 24 "0c spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 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 TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" 1-11-11 MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.259" fMAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ l'- 10.9" 7.50 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1•6, Truss designed for wind loads in the plane of the truss only. '' o r- c> ii c it PA91111111.11.11111111.11111111111111111.111.,,i 0 2 0 1 M-3x4 y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 voP R OFFS �,<yGINE6c, /00 44 8.782PE r- JOB NAME : 5019-B POLYGON - J1Scale: 0.6771 ,� . WARNINGS: GENERAL NOTES, unless otherwise noted Cra'�„et, ...„., 1) I.Buildernwere:, and erection contractor should see be advised stet General Notes 1•building groninlpon elAppplicability of upon the derameters sign parameter.and proper individual V Truss: J1 and Wam rigs before congnxmon commences. Incorporation of component la the responds fo of the building Weisner. Z 9r4 compression web bracing mug be metalled where shown 2.Design assumes the top end bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during congructIon 7 o.c,end at 17 se.respedNely unless braced throughout Meir length by A U L �\ Is the responsibility of the erector.Additional permanent bredng of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). DATE: 12/8/2015 the overall structure is the responsibility of the building Weisner. 3,2s Impact bridging or lateral bracing required where shown e a No bad should be applied to any component unlit alter Cl bradng and 4.InstaAallon of truss la the responsibllty of the respectNe contractor. SEQ.: K 15 6 0 9 9 7 1. 5.Da fasteners are complete end et no time should any pads greater than and era ggaseumae ethroes.ere to be used Inc nanroonceN..ngr.nm.m for dry condition"of use. ESP I RES: 12/31120116 TRANS ID: LINK design pada be applied to any component. 8.Design amines Ml bearing et ad supports shown.Shim or wedge if I 6.Compulsn.has no control over and assumes no components. responsibility for Me necessary. December 8,2015 fabrication,handling,shipment and instaktlon of components. 7.Design assumes adequate drainage is provided. B.This design le furnished eubjeci to the limdatbns set forth by S.Plates shell be limited on both faces of Wes,and placed so their center TPINNTCA in SCSI,copies of which will be furnished upon request. Anes coincide with Ioint center lines. 9.Digits indicate sire of plate in inches. MITek USA,Ine./CompuTros Software 7.6.6(1L)-E 1o.For basicconnedor plete design values see ESR-1311,ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #15BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 60 2-4=(0) 0 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"00. 00N. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSI" 0'- 0.0" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 7.50 2 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads rh in the plane of the truss only. NAMEN 0=W4 l0 M-3x9 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 I � PO PROF F .. 89782PE JOB NAME : 5019-B POLYGON - J2 Scale: 0.6021 WARNINGS: GENERAL NOTES, unless otherwise noted, l f^ 1. Truss: J2 Builder and erection contractor Mould be advised of aN General Notes 1.This design la based only upon the parameters shown and Is for an Indlvidual '' 0 C!'rfllli 7.��J and wamings wan,candmcllon commences, building component.Applicability of design parameters and proper ,(a './ear R C 4l V I V 2 2.4 compression web bracing must be Inalalbd where shown«. Incorporation of component is Me responsibility of the building designer. I• � G Additional ias � temporary bracing to Insure stability dunng construction 2.Design assumes the top and bottom chorus to he laterally braced at lathe responsibility of the erector.Additional permanent bracing of Z n.e,and at 10 o e reapeciNely unless braced throughout their length by t -{ DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.continuous sheathing such as plywood aMathing(TC)and/or& aagic). .04 U L 2r Impact bridging of lateral hrodng required where shown«« ,( SEQ.: Ki5 8 0 9 9 8 4.No bad should be applied to any component until after all bradng and 4.InetaAalbn of truss N the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus halo no control over and assumes no responsibility for the 6 lets ease NII bearing at all supporta sharer shim ar wedge If X C / fabrication,handling,shipment and Installation et components. 7.Design assumes adequate drainage is provided. E- P'R E`er: 1 2/3.1/201 6 6.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center December 8,2015 TPW.TCA In BCS',copies of which wtti be Nmished upon request. Ines colndde with Ohl center lines. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E 9.Digits Indbate Sze of plate In inches. to.For bade connector plate design values see ESR-1311.ESR-1966(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: SPECIFICATIONS DUUSSRAL SPAN 6'- =0.0" 1-2=( 0) 60 2-4=(0) 0 LOAD DURATION INCREASE = 1.15 2-3=(-114) 86 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. BC: 2x4 KDDF #1sBTR TC LATERAL SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -96/ 902V -93/ 136H 5.50" 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0" 5'- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 5'- 11.7" -80/ 159V 0/ OH 1.50" 0.25 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 29 "oc spacing. 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 TC PANEL LL DEFL = 0.102" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.103" @ 3'- 4.8" Allowed = 0.638" 5-11-11 = _ 5'- f f MAX HORIZ. LL DEFL MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 3 -/ 12 7.50 Design conforms to main windforce-resisting rk' system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn PIM 11.1111e1.1111.111117 1 M-3x9 1 1 y 1-00 6-00 j A (PROVIDE FULL BEARING;Jts:2,9,3 I �"� vyGIN - (,�f+� 89782PE JOB NAME : 5019-B POLYGON - J3 "''`��. ...► Scale: 0.5502 WEI WARNINGS: GENERAL NOTES, unless otherwise noted. -cf R GICJNOh �. 1.This design I based only upon the parameters shown and is for en Individual 7 1.Builder and erection contractor le c0 be advised of al General Noes building component.Applkabllity of design parameters and proper A G `. Truss: J 3 and~flings berca bradngtfon commences IncorporMlon of component Is the responsibility of the budding designer. ^d t..t`v A 5 / z.Dia compression web must be installed Mere shown v. 2.Design assumes the top and bottom chorda to be laterally braced at `J v 3.Additional temporary bracing to Insure stability dudng oonstrucdon T o.c.and at 10'o,c.respectively unless braced throughout their length by 1°A yl t . \ Is the responsibility of the erector.Addllonal permanent beA L dng of continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). a DATE: 12/8/2015 the overall drudure Is the responsibility of the bullet designer. 3.Di Impact badging or lateral bracing required where shown•• 4.No load should be applied to any component anti after al bradrg and 4.Insulation of Truss is the responsibility of the respeahe contractor. SEQ.: K 15 6 0 9 9 9 fasteners are compote and at no time should any loads greater than 6.Design assumes(Mses ere to be used Ina noncorrosive environment and are for dry condllo0"of use. EXPIRES' n J /�'{1 pp TRANS ID: LINK design bads be applied to any component. 6.Design assumes full bearing at aft supports shown.Shim or sedge If 12�31/20�6 5.CompuTrushas nocontrol over and assumes noesponsiblityfor the necessss December 8,2015 fabrication,handling.shipment and hinstallation of components. 7.Design assumes adequate drainage is provided. S.This design is furnished subject to the limitations set forth by B.Plates shed be located on both faces of truss,and placed so their center TPWvTCA in BCS(,copes of Which oil be furnished upon request. lines coincide with joint canter lines. V Digits Indicate alae of plate in Inches. MITek USA,Inc.ICompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1890(MITek) This FIC design prepared from computer input by PACILUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1,0TR SPACED 24.0" O.C. 2-3=( 0) 60 2-5=(0) 0 2-3=(-168) 152 3-4=( -75) 30 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11,2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 12 1 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 7.50 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting �M system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CO load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. N rid 2�� 51.5-6={4 M-3x4 l l 1 l 1-00 6-00 1-11-11 'PROVIDE FULL BEARING;Sts:2,5,3,4 ` ` 89782PE �c JOB NAME : 5019-B POLYGON - J4 / • Scale: 0.5080 ^"""' WARNINGS- GENERAL NOTES, unless utherMse noted 4 M1IMF Truss: J4 1.Bulkier and erection contractor should be advised of all General Notes I.This design ie based only upon the parameters sham and Is for en Individual Lae ' 1^11:3 L/h C F\I ., and Warnings before construction commences binding component.ApplcebiRy of design parameter.and proper '.If�,7FlL 4l V I vl �}. 2.2t4 compression web bracing must be installed where shown♦. Incorporation of component Is try responsibility of the building designer. F' A j 3.Additional temporary bracing to insure MMllty dudng constmctmn 2.Design assumes the top end bottom ea.braced o be laterally braced at '�614- W A�`p Is the responsibility of the erector.Additional permanent bracing or 2 o c and et 10'c.c.r°spec a plywood unless braced throughout their length by (- r DATE: 12/8/2015 the avereN structure is the responsibility of the balding designer. continuous sheathing such as acingre aired here a ownar dryweA(BC). `' �A SEQ.: K1581000 4.Na anymadshould beapplied to4.rattmptdbaf ros Srotherelbracingryofthewhpreshowna. component until toad al bracing.and 4.DesigInstalln one.trusses lathe roe Is be used of the respective contractor. fasteners are complete and at no time should any pada greater then 5.Design assume° are to be used In a non-corrosive environment, TRANS ID: LINK design mads beappmdtoanycomponem. andar.ro arya°nanion^oru.e. 5.CompuTrue hea no control over and assume.no reeponaibiltiy mr the 8.Design assumes NII beating at al supports shown.Shim ar wedge If fabrication.handling,shipment and installation of components. Detogn°ry EXPIRES: 12/$112016 8.This design is furnished subject to the limitations set forth by 7.Design assumes othlfaceso trussed. December 8,2015 TPNNfCA in SCSI,co8.tine.a inti be located center both feces of trust,and plead so their center pies of which MN be(=idled upon requeet. linea coincide with lorry canter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(11.4-E9.Digits indicate she of plate in inches. 10.For basic connector pate design values see 658-1311,ESR-1988(MITek) This FIC designLUMBER-BC prepared from computer input by PACI TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TIMBER SPECIFICATIONS 1-2=( 0) 60 2-5=(0) 0 TC: 2x9 KDDF #16131R LOAD DURATION INCREASE = 1.15 3-3=(--90) 200 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=( 226) 07 TC LATERAL SUPPORT <= 12"01. SON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -22/ 379V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" '( MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.691" 1 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 177 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, 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 0 I-0 in the plane of the truss only. r o to 0 j, -/ 0101 2�� 5�� I o M-3x9 n pfl J, 1-00 y 6-00 y 3-11-11 1 •�S`r G N wxeS'c1//'� PROVIDE FULL BEARING;Jts:2,5,3,9 I ty.� � ;� `^'lJ 89782PE c' JOB NAME : 5019-B POLYGON - J5 Scale: 0.4306 . f✓fG' `• moi► WARNINGS: GENERAL NOTES, unless otherwise noted ., (�R .G(�.J X17 1.Solder and erection contractor should be advised or a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4. G �"• Truss: J 5 and Waminps before conanw tors commends building componentA neat•is of design parameters end proper '9 R Y 1`' Ci4' 2.2t4 compression web bracing must be installed where shown+. Design essuincorporatioor component te the responsibility to of the bolding designer. _+ 3.Additional temporary bracing to Insure stability during construction 2.Design and A to me top and bottom Words to d throughout o broad etby 4 ' ``V THir ant at s on.each ply uossbread)TC) nd/their length), 't ��Wed \ Is the a all dructur of the erector.blity oft permanent Mating of continuous sheathing or wch as plywood Mse where s and/or tlrywaA(BC). DATE: 12/8/2 015 the overall structure lame respanabliy of the bolding designer. 3.20 Impact bridging or latent bracing required where Grown++ 4.No bad should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respectNe contractor. SEQ.: K 15 810 01 fasteners are complete and st no time should any bads greater than 5.Design asauma5 trusses ars to be used in a non-conoelve environment. design bees be apples to any component. and are for••any condition"or uss. TRANS ID• LINK 3.Designse"emesNIbearingatalsupportsmown.Shimorwedgelr EXPIRES. 12�`3jf ( fi 6 5.CompuTrua has no control over and assumes no responsiNlity for the nedssary. fabrication,handling.ehipmont and installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 lrw 6.This design Is furnished subject to the limitations set forth by 8.Bates lines be lowted centerboth thllfae of truss,and Gadd so their center TproA in 8131,copies of wfiich well be Nmlahed upon request. s. 9.Digits Indicate she of plate In inches. MITek USA,Ino./CornpuTruS Software 7.6.6(1L)-E 1o.For beak connector plate design values see ESR-1311,ESR-1588(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" TC: 2x4 KDDF #1&BTR IBC 2012 MAX MEMBERFORCES 2W6= 0F/Cq=1.00 BC: 204 KDDF #1&BTR LOAD DUSPAIED I24R0ASE = 1.15 2-3-2=(( 0) 60 2-6=(0) 0 SPACED 24.0" O.C. 2-3=(-276) 260 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(--45) 96 BC LATERAL SUPPORT <= 12"OC. OOH. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5=( -45) 22 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD.= 42.0 PSF BEARING MAX VERT MAX HORD BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5 !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 0MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 4.9" Allowed = 0.427" 4 MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 7.50 1712 r( MAX HORIZ. TL DEFL = -0.004" @ 11'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 0 load duration factor=l.6, oTruss designed for wind loads 0 ,y in the plane of the truss only. r- o c T _ o M-3x9 y y y y Kt, P R()fids 1-00 6-00 5-11-11 (PROVIDE FULL BEARING;Jts;2,6,3,4,5 I r_yco NAGIN E `� r/yy '4y17 V`Y `t' 89782PE JOB NAME : 5019-B POLYGON - J6 4 tee' / „' . • Scale: 0.3914 '"�"""" WARNINGS: GENERAL NOTES, unless otherwise noted 'F411, Truss: J6 I.Builder and erection contractor Mould be advised of all General Notes I.This design is based only upon the parameters Mown and btar an individual 7 OREGON,Q:^J� and Warnings before construction commences. buldIng component Applicability of design parameters and proper OREGON L:1 V A V 2.2s4 compression web br.dng mug be installed where shown�. incorpuretbn of component Is the responsibility of building designer. �y 3.Additional temporary bracing to Insure stability during consirucdon 2 Design assumes the top end bottom chords to be Merely braced at T� i q Cay 1 /:¢. la the responsibility oldie erector.Additional permanent bracing o! T o e and al 10'sc.respectivelypty unbse braced throughout flask length by i �1`,,' DATE: 12/8/2015 the overall Structure is the responsibility continuous ria119such as plvgod Meething(TC)end/or drywaA(BC). a(. '1 LI {',\ of the building designer, 3.it Impact bridging or labral bracing required where Mown.. T s SEQ. : K 15 810 0 2 4.Na had should be applied to any component until alter al bradng and 4.Installation of ons Is the rosponsibilly of the respective centred°, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. sod are for"dry contlklon^uluse . 5.CompuTrus has no control over and assumes no responsibility br the 6.Design assumes NII bearing at all supports Mourn.Shin or wedge If �'s fabrication,handling.shipment and installation of components. necessary. EXPIRES. �y+fj�t„y^�M 6.TMs design Is furnished subject to the limitations set fodh by 7.Designaall b1e ooled0netlro1lape Ispremded December$,20 5 3-7 �7 G7«7 7'�[u (7 8.Places coincide be loafed on both latae of truss,and placed co chair center TP W FCA in SCSI.copies of which coil be furnished upon request. lona coincide with Jolm center linea. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E t0.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC TRUSS SPAN 10'— 10.7" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. LUMBER SPECIFICATIONS TC: 2x9 KDDF #143TR LOAD DUSPTIED I2CR0ASE C 1.15 Design conforms to main windforce—resisting BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF (All Heights), Enclosed, Cat.2, Exp.O,Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE CE 7-10,Dir) DL ON BOTTOM CHORD = 10.0 PSF load duration factor=l.6, TOTAL LOAD = 42.0 PSF Truss designed for wind loads in the plane of the truss only. LL = 25 PSF Ground Snow (Pg) 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. 31-152 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR SOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 5-05-06 5-05-06 T 12 12 I IM-9x9 7.50 17. Q 7.50 3 2 � 1►. III 4111. 111111111 1111111111A M-3x9 M-3x9 l 1 1-00 10-10-12 1-00 t�,� ) PROFFER �NGI N ESR f5i��� :9782PE JOB NAME : 5019—B POLYGON — G1 Scale: 0.5268 WARNINGS: GENERAL NOTES, unless otherwise noted: 9,�OREGON 7 snidsr and erection contractor should be advised of ail General Notes 1.This design is based only Won the parameters shaven and Is for an individual . c„'.- �" Truss: G1 and Warnings before construction commences, bnldin5 compouenl.AppkadlNy of design parameters and proper T � L7� 2.Dia compression web bracing must be installed'Miera shown n. Incorporation of component Is the nsporisiblNty of the building assigner. �V" '� \�C 2 Design names the top and bottom chords to be lateraM brand al ! V 3.Additional temporary bracing to insure stability during construction T os and at 10 0.c.raspectNely unless brand throughout their length by ays� la the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywei(BC). . DATE: 12/8/2015 the overall structure la the responsibility of the building designer. A 2t Impact bridging or lateral bracing required MumMumshown*s L. 4.No load should be applied to any component until ager al bracing and 4.lnatelallon of buss la the responsibility of me reapectNe contractor, SEQ.: K 15 810 0 3fasteners are compete and at no time should any loads greater than 5.Design assume busses era to be used m a non.onoelve environment, design loads be applied to any component, and are for"dry full be ri of use. v�'] {] TRANS ID LINK6.Design assumes ulbea ng ataAwpportfshown.Shim orwedge if EXPIRES: 12/31/2016 • 5.ComWTrvf Ms no control over end assumes no responsibility for the rens fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December$,2015 8.This design is furnished subject to to limitations set forth by 8.Plates shall be boated on both fans Ohms and placed so their center TPN/YWCA in SCSI,copies of wtikh will be furnished upon request. B.lines with joint center lines indicate of plate in inches. MITek USA.Inc.ICompuTrus Software 7.6.6(1L)-E 10.Fm baste connector plate design values see ESR-1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS oc TC: 2x4 KDDF CATION TRUSS SPAN 4'— 11.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 " BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 spacing. WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. Design conforms to main windforce—resisting LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads M-1.5x4 or equal at non—structural vertical members (uon). LIMIin the plane of the truss only. TED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. bearing wall for entire span UON. 4-07-12 0-03-12 'f '( T 12 6.00 M-1.5x3 4 3 rg in H01 0 cv no 2 rii 11 v. o 1 kr Am -/ M-3x4 M-1.5 5x3 l y J' 1-00 4-11-08 Y p �C• �� P D1 QGINEp��S Cam 4 3 '4 '0 <v `�' fi . 8"782PE r"' JOB NAME : 5019—B POLYGON — H1 // Scale: 0.5997 / •'4,/ L' WARNINGS' GENERAL NOTES, urges°otherwise noted ,! OREGON Truss: H1 Builder and erection contractor should be advised ofa General Notes 1.The design is based only upon the parameters shown and h for an individual QIICGQN and Warnings before construction commoncec. budding componentApplkability of design parameters and proper yam, 2.2x4 compression web bracing must be Installed where shown 0. incorporation of component i°the responsibility of the building designer. &11,:t ���/// �}�V 3.Additional temporary bracing to Insure stability during construdlon 2.Design assumes the top and bottom chords to be laterally braced at 4A �� ,y "- ��, Is the responsibility of the erector.Additional permanent bracing of T o c and at 10 o.c.respectively unless braced throughout Meir length by /(V { �t DATE: 12/8/2015 the avenN structure is the responsibility of the balding designer. continuous sheathing such as plywood sheathing(%)end/or drywall(BC). PA UL V SEQ.: 51581004 4.Na load should be applied to any component unity after all bndng end 4.Tx statiatian oof Impact guar Is the roing or lbracing s D responsibility where shown t fasteners an complete and at no time should anybadea of the nspedosi contractor. TRANS I D: LINK designloads be applied to any greater than 5.Design assumesr%bhisses en tobs used in s non-corrosive environment, ppl component. end ars far'tlry condition"of use. -5.Campu7ms hes no control over end assumes no responsibility for me 8.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES: febncatiun,handling.shipment and Installation of components. necessary. G^ Q.. 4 A V�'S�IM3/'{.4 8.This design is furnished subject to the limitations set forth by 8.DesiMetegn shall meoatled located on neoth drainage provided. and December 8,2015 vv tG/t7 lGU1 TPbNJICA In SCSI,copies of which veil be furnished upon request. 8.tines coincidewithjoint center llinass of truss,end placed so their center Wee LISA,IDc./CompuTrue Software 7.6.7(IL)-E O.Digits indicate she m piste in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: SPECIFICATIONS TRUSS SPAN 4'- 11.5" 1-2=( 0) 50 2-5=(-48) 52 3-5=(-150) 145 LOAD DURATION INCREASE = 1.15 2-3=(-96) 71 BC: 2x9 KDDF #1.6131R LOAD 24.0" O.C. 3-9=( 0) 0 BE: 2x4 KDDF STANDR WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -74/ 358V -39/ 946 5.50" 0.57 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 4'- 11.5" -25/ 199V 0/ OH 5.50" 0.32 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 "or spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 8.1" Allowed = 0.295" MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.492" 4-07-12 0-03-12 '� 7.7" MAX HORIZ. TL DEFL = 0.000" 4'-@ 4'- 7.7" 12 6.00 7 Design conforms to main windforce-resisting M-1.5x3 4 system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 111.1.111111 II (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. m co I oXII El c '' 1 o M-3x4 M-1.5x3 l y ) 4-07-12 0-03-12 J• y 1-00 1 4-11-08 ,i,,,c9 PROF.e. ,LS. r 1V E�,9 ramp :9782PE JOB NAME : 5019-B POLYGON - H2 Scale: 0.5632 / 00 WARNINGS: GENERAL NOTES, unless otherwise noted '•y "�yGVN��:e"� r�. 04 F AR 1.Binder an erection oentredor ahold be advised of el General Notes 1.Thbuildinsign g component.based Applica illyn f parameters parameshown trs endand propers for en proper individual i% ,ire./ r T TllS S' H2 an`taming•beam construcll°^comms"°•° Incorporation of component la the responsibility of Io buldmg designer �f . J2.214 compreukn web bracing must be Installed where shown+. 2.Design assume•me top an bottom chuMs to be laterally braced atA + 3.Additional temporary bracing to Insure stability during construction T o.o,end et 1G o.c raapedNety unless Mecod Ihrouphed their lenelh by ), PA,+t ` is me responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sh•ething(TC)and/or drywal(BC). U 1.. DATE: 12/8/2015 the overall stmctoe is the responsibility of the building designer. 3.2r Impad bridging or Metal bracing required More shown++ No load should be applied to any component until after all bracing and 4.Installation of trues Is the responsibility of the respedNe contractor. SEQ.: K15 810 0 5 4.fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used In a non-corrosive environment, end aro for"dry condition"of use. EI�PrREJ" r]�.31/A/'t-�G. TRANS ID: LINK design loads be applied to any component. S,Design names Ml bearing at al supports shown.Shim or wedge if EXPIRES:J GG J 1TGV 4 6.Oomputon.has no control over and assumes n t respcomposibility nenn.brill Design ce December 8,2015 fabs kwon,handling,shipment to the nts components. 7.Designneumes ladequocated ate dthi n both faceIs eprovided. S.T6bdeCgnle SCSI, deof which limitationsset forth by 9.PlaI etes shall be s coincide with IM center llnee.s of trues,en placed so their center TPINyfCA in SCSI,copies of whkh MIH be furnished upon request. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTruS Software 7.6.7(1L)-E t0.For basic connector plate design values see ESR-1317,ESR-198.8(MRM) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #100TR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR 2-3=( 0) 10 2-5=(-62) 83 3-5=(-199) 180 WEBS: 2x4 KDDF STAND SPACED 24.0" O.C. 2-3=(-120) 110 LO 3-9=( 0) 0 TOG TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC, UON, DL ON BOTTOM CHORD = 10.0 PSF BCATIOG MAX VERT MAX TIOZ BRG REQUIRED SPG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS 6/ACTIONS 5I5E 0 6N. (SPECIES) 0'- 0.0" -78/ 413V -46/ 123H 5.50" (0.66 KDDF 625) LL = 25 PSF Ground Snow (Pg) 6'- 5,5" -35/ 263V 0/ OH 5,50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.130" @ 3'- 3.2" Allowed = 0.407" 6-01-12 MAX TC PANEL TL DEFL = -0.140" @ 3'- 3.3" Allowed = 0.610" 0-03-12 f MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" 12 MAX HORIZ, TL DEFL = 0,001" @ 6'- 1.7" 6.00 M-1.5x3 9 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20,8ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, ti ro rn 1 .15 � O -3x4 M-1,5x3 ), y 6-01-12 0-03-12 y y y 1-00 6-05-08 .(1.0 PRoFt. 89782PE JOB NAME : 5019-B POLYGON - H3 Scale: 0.5257r. Ala V WARNINGS: GENERAL NOTES, unless otherwise noted 'F Truss: H3 1.Bolder and erection contractor should be advhed old General Notes 1.This design N based only upon the parameters shown and Is for an Individual .ayr�OR Mt.24,Ili }�_J end Waminge before con,dotion eemmenen. building component.Applicability of design parameters end proper 77 v I l F-!l:4 V I V !^d 2.2i4 comproplon web bracing must be installed Where shown«, Incorporation of component lathe responsibility olthe building designer. "4A Y GJ �($. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ms tap dna bottom shows to be laterally braced et is the responelblllry of the erector.Additional permanent bracing of 2 o.c.dna at 10'o c.raepectNely plywood.braced)TC)and/or their length by DATE: 12/8/2015 the overall structure lathe responsibility of the building designer. continuous sheathing such as sheet ing(TC)and/or drywall(BC) /y >'- SEQ.: SEQ,: K1581006 4.No had mould be epphd to arty corn 4.In Impact bridging or thFaterelpractrgty ility of the wnpeabe cote I"� component linty eller all 4.Design assNn umes reIes e to o be used in on.conne contractor. fasteners are beacompplied andnt notimemourn any hes.greeter than 6.endur aesumyaondEo are toe. in.noncorroslva environment, TRANS ID: LINK deaenloaaabeappi.atoanyeomponent. enaararor•dryanaglon^ofuae. S.CompuTrua has no control oye and mistimes no raeponsldl8y for Ina 8.Design assumes hal bearing at all supports mown.Shim or wedge If y{'� p �'a fabrication,handling,shipment and Inatalletion of components. ne Design assumes {,,, p EXPIRES' 12/31/2016 8,Ibis design Ie furnished subject to the limitationset forth by 8.Designassumesadedon drainageIstuss.prodded. December 8,201 TPINVECA In SCSI,copies of which will be furnished upon8.plates snap abhaled center both faces or truss,end placed co melt center request. Ines coincide with joint center lines. Muck USA,IOc./CompuTlue Software 7.6.7(1L}E B.Digits indicate alae of plate In inches. 18.For basic connector plate design values see ESR-1311,ES12-1388(MITek) This design prepared from computer input by PACIFIC LUMBER-BC 10-10-12 GIRDER SUPPORTING 10-00-00 INC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 60 2-6=1-117) 1071 6-3=1-165) 1133 6 TC: 2x4 KDDF 1BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2-3=1-1383) 233 6-4=(-117) 1071 BE: 2x4 KDDF T&NDR LOADING 3-4=1-1383) 233 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 9-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"0C. UON. _ BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 12.0" 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 KDDF ( 625) 10'- 10.7" -292/ 1487V 0/ 0H 5.50" 2.38 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: 11=1/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.999" MAX LL DEFL = -0.002" @ 11'- 10.7" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.059" @ 2'- 11.4" Allowed = 0.542" 5-05-06 5-05-06 HORIZ. LL DEFL = 0.005" @ 10'- 5.2" I 12 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" 12 M-4x6 7.50 177 Q 7.50 4 0" Design conforms to main windforce-resisting 3 system and components and cladding criteria. ��IIIIIIIII Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r). load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. AIIIIIIIIIIIIAII III m o R , 6 O 0 1 M-3x6 M-3x9 M-3x9 l 1 y 5-05-06 5-05-06 1 1' cO PROF 1 1-00 1 10-10-12 1 oa fie. 0,GIN4--.'42 :978'2PE �r JOB NAME : 5019-B POLYGON - G2Scale: 0.4518 : WARNINGS: GENERAL NOTES, unless anemias noted. +ef�0,, .��., foal( t.Builder and eredwn contrador should be advised of al General Notes 1.This design M based only upon the parameters shown and M for an Individual l7 y ��" Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.204 compression web bracing must be Inststbd where shown.. Design assumes of t component an Is the responsibility toy of the bolding designer. avis l F y A J 2.Desitin aasumsa Iha top and bottom droMs io bs lalanly braced at ,9. ` 3.Additional temporary Maaing to Insure stability during construction 7 o.c.end at 10'o.c.respectively unless braced throughout their length by '� I1 A U L �\ b the responslbilty of the eredor.Addition.'permanent bradng of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). /" DATE: 12/8/2015 the overal structure Is the roaponMbpby of the building designer. 3.2s Impad bridging or lateral bracing required where strewn o a 4.No load should be applied to any component until after a1 bracing end 4.Inatalation of buss la the responsibility of the respective contractor. SEQ.: K 15 810 0 7 fasteners are compete and at no time should any bads greeter than 5.Design assumes busses are to be used in a noncorrosive environment, end are for"dry condtbn"of use. �/ .{r� r�.l �r/'{.l p TRANS ID: LINK design bads be applied to any component. 6.Design assumes full bearing at el supports shovel.Shim or wedge if EXPIRES. IGIe71 GViV 5.Com WTrua hes no control over and assumes no responsibility for IM necessary. fabrication.handling.shipment end installation of components. 7.Design assumes adequate drainage Is prodded. December 5,2015 on th LW S.This design is furnished subject to the limitations set forth by 8.Plates shalllocated ted center Imes of truss,and paced so their center TPTCA in SCSI,copies of which will be furnished upon request. Ines Digits indicate size of plate in Inches. MITek USA,Int./CornpuTrus Software 7.6.6(1L)'E 10.For basic oonnector plate design values see 658.1311,608.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #160TR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR 1-2=(-126) 111 1-9=(-62) 82 2-9=(-201) 180 WEBS:2x9 KDDF STAND SPACED 29.0" O.C. 2-3=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX BRG REQUIRED AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 278V -95/ 1146 5.50" 0.49 KDDF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. !COND. 2: Design checked for net(-5sf p ) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.133" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.145" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, End vertical(s) are exposed to wind, A Truss designed for wind loads If in the plane of the truss only. o 0 rn M O I 1 O / � 4 � M-3x4 M-1.5x3 l ) 1 6-01-12 0-03-12 l 1 6-05-08 GNEbS R Lw � a` 8.782PE JOB NAME : 5019-B POLYGON - H4 ,/00/ ,, /\ • • Scale: 0.5029 - • s/ 1.' • WARNINGS: GENERAL NOTES, unless olhervAN noted: CoeV, .y -_ Truss: H 4 Builder and erection contractor should be advised of ell General Notes 1.This design is based only upon the parameters shown and N for an IndWdual f OREGON EGC N '�`� and Warnings before construction commences. bunging component.Applicability of design parameters and proper Zvi +,(�a 2.2cam web bracing must be Installed where Mown+. Incorporation of component la the responsibility of the building designer. � �.4 � 3.Additional temporally bracing t cing to re bllAy during consbudbn 2.Design assumes the top and bottom chords to be hteraIN braced sl Is the responsibility of the aredor.AddnIonai permanent bracing of 7 o.c.and at ee1Cf o c.Saab CC sty asci s braced throughout their length by DATE: 12/8/2015 the overall simdure is the responsibility of the building designer. continuous sheathing such as bracing red sheathing(TC)andtor dryw Il(BC), [] 4.No lead Maud be applied to any3.2a Impact badging or lateral bracing required where shown++ `L SEQ.: K1581008 pW component until after all bracing and 4.Installation of buss is the responsibility of the rospedNe contractor. fasteners are complete and at no time should any pads greater than B.Design assumes trusses aro to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to eny component. and are for"dry condition.of use. 5 CompuIrus has no control over and assumes no reaponelbilly for the 8.Design q. assumes full bearing at all supports ale ann Shim or wedge If EXPIRES: c .A/}3 q (� p fabrication,handling,shipment and installation of components. 7 Design assumes adequate drainage is provided. EX 'IRES: AG/3//201 V. 8.This design is lmished subject to the limitations set forth by 8.Plates shell be boated on both faces of truss,and placed as their center December 8,2015 TPNMCA In 8151,copies of which°Ill be furnished upon request, lines coincide with joint center lines. MITek USA,Inc./CompUTlV6 Software 7.6.7(1L)-E 8.Digits indicate size of plate in inches. 10.For basic connector plate design values sea ESR-1371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER 4PROIFICATIONS 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 184 BC: 2x4 ROOF #1&BTR LOAD DUSPAIED I24R0ASE = 1.15 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 BC: 2x4 RODE STANTE SPACED 29.0" O.C. 3-4=( 0) 0 6-3=(-115) 120 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -42/ 355V -60/ 153H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -50/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. lift at 24 "oc spacing.IC OND. 2: Design checked for net(-5 psf) uplift BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.004" @ 4'- 4.2" Allowed = 0.377" MAX TL CREEP DEFL = -0.009" @ 4'- 3.3" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 8'- 0.0" 3-08-12 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0" 4-05 T 'f Design conforms to main windforce-resisting 12 M-1.5x3 6.00 4 system and components and cladding criteria. Wind: 140 mph, h=21.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 N 2 ,y E o1 o c 1� 0 5 ��6 o M-3x4 M-1.5x3 M-3x4 . y y l 4-03-04 4-02-04 y 8-05-08 y �,, O PRQpsip ' - 8.782PE 1- r JOB NAME : 5019-B POLYGON - H5 Sale: D.4635 " WARNINGS: GENERAL NOTES, unless atherwlsenoted. .ef��RE(a`I©CVZQ�40 1.Builder and eredbn contractor should be advised dal General Notes 1.This de4gn B based only upon the parameters shown and Is for an Individual 77 Ai Truss: H 5 and Warnings before construction commences. building component.Applicability of design parameters and proper : r 2.2r4 cont resebn web bracing must be Installed where Moven e. incorporation of component top n Is them chards to of Wethe buildingbra designer. j <j_ p 2.Destgn assumes the lop end bottom chards to be Wendy braced at (,�. Y 3.Additional temporary bracing to Insure stability during construction 7 en.and at 10 o.c.repecteely unless braced throughout Meir length by r,. h� ck` Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood shsaminp(TC)and/or drywall(BC). /" U1- DATE: 12/8/2015 the overal structure is the responsibility of the building designer. 3.20 raped bridging or Steel bradng required where shown c c 4.No load should be eddied to any component untl after al bradng and 4.Installation of truss Is the reeponsiblEty of the respecter,contractor. SEQ.: K 15 810 0 9 fasteners an complete end et no time should any bads greater than 5.Design assumes"ruse=s are to be used In a non coroNvs environment, and are for"dry condition'of use. cyv F CCc�v .{f}/l�.l Y�/'�{c TRANS I D: LINK design Pada be applied to any component. 8.Design assumes full bearing at al supports shown.Shim or wedge if EXP IRC s7: /G/N 1120 I V 5.CamWTrus has no control over and assumes no reeponslbglty ler the necessary, p fabrication,handling,shipment and installation of components. 7.Deegn assumes adequate drainage h provided. December 82015 S.This design is fumiehed subject to the limitations set forth by B.Plates shag be located on both faces of hues,and placed so their center TWA/MA In SCSI,copies of uNPh will be furnished upon request. Ines coincide with joint center knee. 9.Digits Indicate she of plate in Inches. MiTek LISA,Ina./CompuTrus Software 7.6.7(1L).E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/D0F/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-4=(-202) 186 BC: 2x9 KDDF #16.BTR SPACED 29.0" O.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -33/ 277V -96/ 116H 5.50" 0.94 KDDF ( 625) 6'- 5.5" -90/ 266V 0/ OH 5.50" 0.93 KDDF ( 625) M-1.5x9 or equal at non-structural LL = 25 PDF Ground Snow (Pg) vertical members (uon). 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 VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.131" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.149" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1 'f 'f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), 2 -/ load duration factor=1.6, End vertical(s) are exposed to wind, s Truss designed for wind loads !Z in the plane of the truss only. I 0 M o ' aa I I J� 1�� 0.---x....,44 -f 0 M-3x4 M-1.5x3 ) 1 l 6-01-12 0-03-12 l y 6-05-08 0 PII04., 4t' ®97$2PE <` JOB NAME : 5019-B POLYGON - H6 ,r •..►' Scale: 0.5029 - NMI WARNINGS: GENERAL NOTES, unless otherwise noted 4... 40/ Truss: H6 1.Builder and erection contractor should be advised of NI General Notes 1.This design Is based only upon the parameters shown and is for an individual /dy�. -17 OREGON �=!' and Warnings before construction commences. building component.Applleabilby of design parameters and proper ' 4# 'C' 2a 2.204 compression web bredng must be installed where shown a. Incorporation of component is the responsibility of the balding designer. V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to M'Mealy braced at is the responsibility of the erector.Adtlhbal permanent bradrp o! continuous 2 o.c.end at 10 o c reapedNety unless braced throughout their length by ,!�- DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging loghteralencing rercood uiresheedmwh ac www%drywau(Bc). -il- PA U L. \. 4.No load should be applied to anycomponent until after all brad 9 raga SEQ.: K1581010 PPIo Pa bracing 4.Designesiilntas of are itaereaperrsaconnviron fasteners are complete and at�w time should any wade greater than 5. assumes trusses aro to be used in a noncorroelve environment, TRANS ID: LINK design bads be applied to any component, end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility for the 8 nDeasae awmee NII bearing al all supports Maven.Shim er Nedpe If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is famished subject to the limitations set forth by 8.Plates shat be bated en both feces of truss,and placed so their center TP WVECA in BCSI.copies of which will be furnished upon request. line coincide with joint anter lines. 9.Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.Far basic connector plate design values see ENR-1317,EBR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-327) 312 3-4=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 3010 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" iMAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.043" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" MAX HORIZ. TL DEFL= -0.005" @ 13'- 10.9" 12 9 Design conforms to main windforce-resisting 7.50 7' system and components and cladding criteria. �1 Wind: 140 mph, h=23.5ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor-1.6, r1 Truss designed for wind loads o in the plane of the truss only. I 3 o m r to o , 0:0111111111111 -,, 0 M-3x4 y � ED P R Op �c y l y � 'S, 1-0o 6-00 7-11-11 ,,, �"\ $-"5:. `/0L (PROVIDE FULL BEARING;Jts.2,6,3,4,5 1 "�/ .yq 4Z- 89782PE r- ....... JOB NAME : 5019-B POLYGON - J7 Scale: 0.3916 .y/�f. WARNINGS: GENERAL NOTES, unless otherwise rated (./' N. 1.Builder and erection...dor should be advised of Cl General Notes t.This design N based only upon the parameters shown and Is for an individual -s;,OREGON o Q".. Truss: J7 and Warnings before construction commences. balding component Applicability of design parameters and proper /�jf /. 1L 2 2.b4 eeepuesbn web bredng must be installed where Mown e. Incorporetbn of compnneN Is the respondbilty of the building designer. "� VA�.y.`: t. "�'� 3.Additional temporary bracing to Insure etadlhy during conetructbn 2.Design assumes 1M top end bodom chords to be Wordy bread at �/y� `l'l Y 7 _+ Is Sre naponsibley of the ender.Additional permanent bredng or T o.c.end at td o c respectively ply untsss Meted I(TO) N their Nngth by •. pA U t r `NA DATE: 12/8/2015 the overall structure la the responsibility of the building designer. 3.2t Impact bdshsdgieg or lateral bradngogeu edhwlttt('G��/m tlrywel(BC). \'"'iY SEQ. : 15 81011 4.No bed should be applied to any component ante after al bracing and 4.Installation Design teltlassumestrussI.the he r responsibility sie actyd in senanau�ar contractor. fasteners ere compete and at no time should any bads greater than TRANS ID: LINK design badebeapplied to any component. sed "dry 6.CumpuTrus has no control over and assumes not p reonslblley ter the s.Dead some.NI bearing at all supporta shown.shim or wedge if EXPIRES: 12/31/2016 ry fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage N provided. December 8,201 5 S.This design Is furnished subplot to the limeetlons set forth by S.Plates shall be baof on both faces of truss,and placed so their anter TPINYTCA in SCSI,copies of which will be fumihed upon request. lines coincide with Joint center lies. 9.Digits Indicate size of plats In inches. MITek USA.Ina./CnmpuTrus Software 7.6.6(1L)-E to.For bean 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'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-7=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-381) 365 3-4=1-241) 205 TO LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=1 -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PIF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 344V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-08-10 5-03-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" �I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.042" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 5 MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" lei MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) Desi gn conforms to main windforce-resisting system and components and cladding criteria. 7.50 F77 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), SI load duration factor=1.6, rn Truss designed for wind loads o in the plane of the truss only. 0 0 3 • o I iT I 1 .------. o M-3x4 k l y ti,�° PRoies 1-00 6-00 9-11-11 y r, .GiNE4'`? 6f0 (PROVIDE FULL BEARING;Sts:2,7,3,9,5,6 I s 97 2PE 'y�. JOB NAME : 5019-B POLYGON - J8 Scale: 0.2939 VP WARNINGS: GENERAL NOTES, unless otherwise noted C., Truss: J8 Builder and erection contractor should be advised of all General Notes 1.This design b based only upon the parameters shuvm and Is for an individual y ";y OR'EGON N. and Warnings before construction commences. building component.Applicability of design parameters and proper !f ��/ q.n 2.2x4 compression web bradng mud be installed where shown«. Incorporation of component is the roaponsibAlty of the buAtlliq designer. y �^ S.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom dome to be laterally t their et 7�("� 'l * '` is the responsibility of the erector.Additional permanent bradng of 7 o.c.and at 10 c.c.respectively uoess braced throughout their length by "T ` continuous sheathing such as plywood shehere)show r0 tlryWsA(BC). '"1 DATE: 12/8/2015 the overall structure lathe responsibility or the building designer. 3 Zr Impact bdaglne or lateral bradng required where.noon«« Lw SEQ. : K 15 81012 4.No load should be applied b any component ural after all bradng and 4.Installation or tone la the responsibility of the reepactle contractor. fasteners are complete and at no time should any bads greeter than 5.Design seeumea trusses are to be used In a tune orrodve environment, TRANS ID: LINK design bade be applied to any component. end are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsibility ler me 8.Design asoma.full bearing at all supports shown.Shim or wedge If EXPIRES.. 12/31/2016 fabrication,handling.shipment and installation of components. 7.Design ssumee adequate drainage b prodded. December 8,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center TPNMCA In SCSI,copies of which will be furnished upon request. (nee coincide with Joint center lineae 9.Digits indicate sire of plate in Inches. MITek USA,Ina./COmpulruo Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-435) 919 3-4=(-289) 259 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 POE Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 3930 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 10-07-13 'COND. 2( Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.091" @ 3'- 7.9" Allowed 0.927" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" MAX HO RIZ. TL DEFL = -0.008" @ 17'- 10.9" 5 ' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 � Wind: 190 mph, h=24.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, M Truss designed for wind loads o in the plane of the truss only. I r- 0 M-3x5(5) 111111111111111°1111111111111: 117111115 .y 3 0 4 rue -r 7 o M-3x9 ..D PR0Fe y 5, GINE �t s ,t, J, 6-00 y 11-11-11 �'\, .�N �/� Q17 (PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 I 4' 0 7782 P E {- JOB NAME : 5019-B POLYGON - J9 jl� • • Scale: 0.2718 /' ••y WARNINGS: Oml.e NONb uNeuponthe se parameters -9 OREGON rR 1.BuNder and erection contractor should be advised of all General Notes 1.This design h based only upon the penmelera shown and is bran individual 4� Truss: J 9 and Warnings before construction commences. building component.Applicability of design perimeters and proper /. Y'G J,�-a, 2 204 compression web bradng must be Installed where shaven+. Incorporation of component lame responsibility of the building designer. 9 4 RY 15 4v 3.Additional temporary bracing to Insure stability during construction 2.Design sesames its top sib bottom shires c be Wendy braced at _4 I.the responsibility of the erector.AtltlBionsl permanent bracing of T o c.end H 19 o.c.respectively unless bread throughout their length by V. AY continuous sheathing such as plywood sheethtg(TC)end/or drywaA(BC). PA 1 L n DATE: 12/8/2015 the ovenA structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown•• 1�,1 Lr• SEQ.: Ki5 8 1013 4.No load should be applied to any component ural after all bradng and 4.Installation of tons is the responsibility of respective contractor. fasteners an complete and at no time should any loads greater than 5,Design assumes trusses are to be used h e non-corrosive environment, TRANS ID• LINK design Inds be applied to any component. soden forudry fullbe bearing of use. 12/31/2016 I�/]l(�(� p S.CompuTrus hes no control over and assumes no responsibility ler the 0.Deee/on assumes 811 bearing al all supports shown.Shire or wedge It EXPIRES: 1 2/3 L/201 6 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 S.This design Is furnished wined to the limitations eel forth by e.Plates shall be located on both faces of Inns,and plead ss their anter TPVWTCA In SCSI,copies of which will be furnished upon request. Anes coincide with Joint anter linea 9.Digits indiate she of plate in inches. MITek USA,Ino./ComlpuTtuo Software 7.6.6(1L)-E 10.For bosh connector plate design values see ESR-1311,ESI9.1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-486) 470 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LL = 25 PIP Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -139/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ 0H 1.50" 0.27 KDDF ( 625) 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" ' MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 5 12 Design conforms to main windforce-resisting system and components and cladding criteria. 7.50 1-77 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), 'H load duration factor=1.6, 4 '-' I Truss designed for wind loads oin the plane of the truss only. I M-3x5(S) �t 3 up joiori7 o 4 rIMIIMMIE=Milin -a, of M-3x9 i-co 6-00 j 13-10-15 y N `3GII�JE 9 fO 444 .7 'PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I - 4:t7 9782 82 P E r' JOB NAME : 5019-B POLYGON - J10 y✓ '� Scale: 0.2468IV WARNINGS: GENERAL NOTES, unless otharViae noted l.I Truss: J 10 1,Builder and erection contractor should be advised of al General Notes I.This design C based only upon the parameters shown and S for an Individual 1' OREGON y="j end Warnings before construction commences, building component Applicability of design parameter.and proper 15, ,�//� y'� 2.204 compression web bracing mud be installed where shown 4, Incorporation of component Is the responsibility of the building designer. I9 (J�l a„, G V (� 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chords to be throughout their at �l/� J b the responsibility of the erector.Addllanel permanent bradng of T o c and at 10' .a reapecNvey unless braced their length by /t» DATE: 12/8/2015 the overall stridors is the responsibility continuous sheathing such as plywood shoe Ing(TC)and/or drywal(SC), 'l � A t+L �� eponsiblity of the building designer. 3.20 impact bridging or Niers)bradng required where Mown** V SEQ.: K 15 8 10 14 4.No load should be applied to any component unlit alter all bradng and 4.Installation of true la the responsibility of the respective contractor. fasteners are compete and at no time should any loads greater then 6.Design assumes trusses are to les used Inc non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for dry condition"of use. 6.CompuTrus has no control over and assumes no responsibility ler the 8.Destgn assumes MI bearing al al supports shaven.Shim or wedge if l., p EXPIRES:. 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Dodge adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the limitations eat forth by 8.Plates shall be located on both faces of truss,and paced so their center TP WJTCA in SCSI.copies of which nil be furnished upon request. lines coincide with joint center lines. uTrue Software 7.6.6 1L E 9,Digits indicate size of plate In Inches. MtTek USA,Inc./Com P ( 1O For bade 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: 2x9 KDDF #165TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #168TR SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.98 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 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 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" f 1' MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 -! Truss designed for wind loads in the plane of the truss only. '' o r 0 w f 0 Milco G„ I 0 2 4 10/1 l l l 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I \co, NG N ' .�j�-/(J ,_" 1y - :97$2PE r' JOB NAME : 5019-B POLYGON - SJ1iI' Scale: 0.6822 . WARNINGS: GENERAL NOTES, unless otherwise noted 7 VyA� (� 1.Budder and erection contractor should be advised of eA General Notes 1.This design Is based only upon the parameters shown and Is for en individual 7' s A�E G OIA O� �y.. Truss: SJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper /. „ 2 2.44 compression web bracing must be installed where Mown+. Incorpondon or component Is the rasponstbllry of the building designer. y '4/ y 1 r� ;.,,. at 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap aro bottom Mohs to he throughouty bheir en Ic the responsibility of the erecter.Additional permanent bracing of T o e.and at ee19 o.c.respectively unless braced their length by continuous Meething such as plywood ng(TC)end/or drywall(BC). /r PA U 0 DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.20!roped bridging or lateral bndng requireduired where dawn. Cr EQ,: K 15 61016 4.No bed should be applied to any component until ager all bracing and 4.Installation of tons Is the responsibility of the respective contractor. fasteners are complete and at no time should any beds greater then 5.Design eeeumes trusses are to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dryfull burin 7 use. rigs 5.CompuIn has no control over and aeearn no responsibility br the 8.Design nes lull hearin t A supports eh aye Shim or w. if EXPIRES: 12/31/2016. wary. fabrinetten,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be opted on both feces of Inns,end placed so their center TPINvfCA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center tine. 9.Digits Indicate size of plan In Inches. MITek USA.Inc/CompuTrue Software 7.6.6(1L)-E 10.For basic connector plate design values we ESR-1311,ES13-1988(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=(-33) 28 1-3=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA BC LATERAL SUPPORT <= 12"0C. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 POE 0'- 0.0" -13/ 98V -11/ 308 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 1-11-11 'l .(BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 7.50 F27 MAX HORIZ, LL DEFL = -0,000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 1' Mo I 0 I 0 0 NM o 1�� 3 p�� M-3x4 l 1 2-00 (PROVIDE FULL BEARING;Jts:1,3,2 �gVD PR Orel :9782PE -7r- JOB JOB NAME : 5019-B POLYGON - SJ1X ,,,. ...i Scale: 0.7389 'TV- W1. QS: O.This design unlessotherwisearamete -1 C)FEGON Truss: SJ1X aBalder and s be or cennredcr should be advised of ail General Notes Thla design Is based. ppl upon the parameters shown and plop an individual a and Warnings before construction cemmencea, building componentApplkebilky of design parameters and proper yy4 g Dr4 compression web brodng must be Installed where shown+. incorporation of component Is the responsibility of the building designer. �� �} f 6+ {}R 3,Additional temporary bracing to Insure stability during construction 2.Design assumes es.the top and bottom see braced be labrslN braced et 'l J Is the responsibility of the erector,Additional permanent bracing of continuT o.c end at 70 c.c.sash.,respectively unless braced throughout their length by DATE: 12/8/2015 the overall structure lathe re nsibli f the bulking designer, 25Impa t sheathing such as plywood required lrg(TC)and/or tlryweA(BC). �'n r.'t -a` Y+o N a ng3.Di Impact bridging or the lateral bracing where shown++ r'{U 1w SEQ.: K 15 61017 4.No load should be applied to any cemponent until after all lensing and 4.Installation of truss la thresponsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes Pusses ere to be used in a noncorrosive environment, T RAN S I D: LINK design loads be applied to any component. and are fcr'dry condition'of use. 5.Com Tna has no control over and assumes no res 8.Design sawmea full bearing et off supports shown.Shim or wedge It ,EXPIRES: 12/31/2016 W responsibility for necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December°201.I 5 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed w their center O TP WITCA in BCS(,copies of which wit be famished upon request. Ines coindde with joint center linea. 9.Digits indicate she of plate in inches. MiTek USA,Inc./CompuTrue Software 7.6.6(1L)-E 15.For basic connector plate design values we ESR-1311,ESR-1988(Minsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE' #13BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-B1) 50 TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 POP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 322V -29/ 970 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 RIDE ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -51/ 94V 0/ OH 1.50" 0.15 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 spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 7.50MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" V. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" 3 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" '' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,,.i (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads ti in the plane of the truss only. cv Ko 0 IIlli -/ I [ 1111.--" 4 P1.--7.......... 0 1 M-3x4 l ), ), l 1-00 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 I cO PRQpe,0 ‹ ENGINE R . 1, 4w :978 17. 2PE JOB NAME : 5019-B POLYGON - SJ2 • _AleScale: 0.7074 WARNINGS; GENERAL NOTES, unless otherwise noted, y e0 EGON 1.Builder and erection contractor should be advised of al General Notes t.TN*design Is based only upon the parameters shown end Is for en bdividual c,' Truss: S J2 and Warnings before construction commences, buNang component Applicability of dentin parameters and proper /. , al w.T 2.2e4 compression web bracing must be Installed where shown is. Incorpontlon of component la the responabAlly of Me building designer. rs1 V A `- ,y 5 3.Additional temporary bracing to Insure stonily during construction 2.Design assumes the lop end bottom chords to be neoghssternly braced at 7 'l Y i Is the responsibility of the erector.Additional permanent bredngf 2 o c.and at 10 o c respectively unless braced throughout their length by �l epos permane o continuous sheathing such as plywood required s gf7C)and/or arywaA(SC), P/1...UL DATE: 12/8/2015 the overall structure is the reeponabliry of the building designer. 3.2s Impact bridging or lateral bradtp required where shown•• �"l SEQ.: K 15 81018 4.No bad should be applied to any component until after el bracing end 4.InstaNallon of buss Is the responsibility of the respective contractor. nehmen aro complete and at no time should any bads greeter than 5.Design assumes trusses era to be used In a non-corrosive environment, TRANS ID, LINK design bads be applied to any component. Delon rorarycondbearior use. 12/31/2016)/ A))/�1 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes MI bearing al all supporta shown.Shim or wage if EXPIRES: 1`2/3 1!20 1 6 ssary. {� fabrication,handling,shipment and Installation or components. 7.Design assumes adequate drainage N provided. December 8 r 2Q 1 5 S.This design Is furnished subject to the limitations set forth by S.Plates shat be boated on both feces of truss,end plead so their center TPVW1CA in SCSI.copies of which will be Nmbhed upon request. Ines coincide with joint center lines. 9.Digits Indk•te'ke of plate in Inches. MITek USA.Inc.yCompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wen) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 130V -25/ 68H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -20/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 3'- 11.7" -59/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.50 7' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSE LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" 2 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main n windforce-resisting d '' system and components and cladding criteria. Win : 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 07 O O N O /- 0 O CINIO of 11�1 3��Il M-3x4 1 J• l 2-00 1-11-11 J'� 'PROVIDE FULL BEARING;Jts:1,3,2 I ((, .('��,+ PR Op 89782PE c ., JOB NAME : 5019-B POLYGON - SJ2X Scale: 0.7737 , NOW WARNINGS: GENERAL NOTES, umessotherwise noted. OREGON Truss: SJ2X 1.Budder and erection contractor should be advised of al General Notes 1.This design is bard only upon the parameters shown and is bran Individual ✓� (4vA and Warnings before oonNnw7lon commences. building component.Applicability of design parameters and proper . /lff- rt.(' Q` 2.2a4 compression web bracing must be installed where shown. Incorporetbn of component Is the responsibility of the building designer. �'J �Jj�� V+ (}� 3.Additional temporary bracing to Insure stability during cont ootbn 2 Design aarmes the top and bottom cholla to be laterally braced at 7 :7 N the responsibility of the erector.Additional permanent bracing or 2 o.c.and at 1G o c respectively uoess braced throughout their length by + DATE: 12/8/2015 the overall structure la the responsibility:tithe bultlln designer. coMlnuous sheathing such as plywood shsething(TC)endbr tlrywall(BC). P../I t VON g3.20 Impact bridging or lateral bracing required where Moven•+ �"1 1� SEQ.: K 15 810 2 0 4.No road mould be applied to any component until after el bracing and 4.Installation of truss Is the respo lof the respectNe contractor. fasteners are complete and M no time should any bbe ads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component end are for"dry condition"of use. 5.CompuTrus nes no control over and assumes no responsibility for Me 6.Dleesign ssumes full bearing at al supports mown.Shim or wedge If rye EXPIRES: 12/3112016 fabrication,handling,shipment and instillation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 6.This design is furnished subNd to the lb:Nations eat forth by 8.Plates shall be located on both faces of truss,and placed r their center TPI WTCA In SCSI,copies of wfibh who be Nmlehed upon request. Anes coincide with Joint center lines. Trus Software 7.6.6(114-E 9.Digits intlbete sicca of plate In inches. MITek USA,Inc./Com W10.For basic connector plate design velums re ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF 1(14BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-120) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -30/ 310V -43/ 136H 5.50" 0.50 ROOF ( 625) 1'- 9.2" -97/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 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 spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/100 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.059" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 c77 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" '' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rn Truss designed for wind loads o II in the plane of the truss only. ti 0 coo 0 I liIli o ►IM 41,02:0 0 M-3x4 l y 1 y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,3 pQp PR ��c 0.4G1NEfi) /0 89782PE �<" JOB NAME : 5019-B POLYGON - SJ3 • '� Scale: 0.5954 <" -tem WARNINGS: GENERAL NOTES, unless othenise noted v `I I.Bulkier and erection contractor should be advised of al General Notes 1.This dealgn Is Weed only upon the parameters shown end Is for en Individual ' OREGON !'��' r<},,. Truss: SJ3 and Warnings before construction commence.. bulding component Applleabllty of design paremeten and proper /♦/ y-�(�1J 2.b4 comprewbn web bredng must be Insidbd xfiere Morn 1. mwrpontbn of component la the responsiblity of the building designer. l',9.. G4 1"f" -‘5 <y • 3.AddltIonel temporary bracing to Inure debility during construction 2.Design and 51 I O IM lop and bosom chords to be laterally lensed et �'I r 1 -t�I Is the responsibility I the ander.Additional permanent biasing of 2 o e. et Id n.c,respectively unless braced throughout their length by ttY a continuous eheething such as plywood sheathing(7C)and/or drywal(BC). � P:/1 U L \ DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.Is Impact bridging or lateral breang required where drown e e �'l SEQ. : K 15 8 10 2 2 4.No bed anould be applied to any component ural after al bredng end 4.Installation of truss Is the responsibility of the respective contractor. fasteners an complete and at no time should any beds greeter than 5,Design assumes trusses are to be used Ina noncorrosive environment. TRANS I D: LINK design bade be applied to any component. and are for"dry wndttien sloe.. 5.CompaTnn has w control over and assumes w,sapeneibility form. 6.Design..fume.full bearing at.l supports shovel.Shim or wedge if EXPIRES: 12/31/2016 .mrY. December p $ fabwgon,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. Dece ,2015 S.This.Msign Ia furnished wbjact to the limitations set forth by 8.Plates shell be boded on both faces of truss,and placed so their center TPINVICA In SCSI,copies of xhich MA be fumished upon request. Nese coincide with joint canter linea 8.Digits indicate sire of plate in inches. MWTek USA,Ino./COmpuTrus Software 7.6.6(1L(E to.For bads connector plate design values we ESR-1311,ESR-1800(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 251V -58/ 175H 5.50" 0.40 KDDF ( 625) 1'- 9.2" -118/ 294V 0/ OH 5.50" 0.47 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 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 spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.00B" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 7'- 10.9" 0MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 12 7.50 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, 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 M in the plane of the truss only. 0 0 N O I R- 0 2► 4 0 1 M-3x4 1-00 y 2-00 y 5-11-11 9,0) PR QF, (PROVIDE FULL BEARING;Jts:2,4,3 I /1 c:;,~ r` G ,9 4 - 89782PE r JOB NAME : 5019-B POLYGON - SJ4 ... . Scale: 0.5080 /,ir ' 40 I.Bu11111 ilders GENERAL, nPunyuponhevisa parenr to 1,�OREG©I\I '°' I.Builder and erection contractor should be advised of all General Notes 1.This design h based only upon the parameter shown and h Mr an individual 4.J fl l.Z4J I V V Truss: SJ4 end Warnings before construction commences. building componentApplicability of design parameter and proper V Z.2a4 compression web bredng must be Instated where shown 5. Incorporetlon of component is the responsibility of the building designer. "'q 05),/,..6":4 ii r A b /� 3.Additional temporary bracing to insure stability during construction 2 Design assumes IM tap and bottom suschobe to M laterally braced al A 1 _+ .+ la the responsibility f the erector.Additionalpermanent bed / z o.c.and at 10 o c respectively unless braced ihr°ughout their bipih by �.a i (i V cpon ly o ng o continuous eheathing such as plywood Meathing(yC)and/or dnywall(BC). r-A..0 L T` DATE: 12/8/2015 the overall structure is the reeponlblity of the building designer. 3.or Impact bridging or lateral bradng required where shown++ 4.No load ahould be applied to any component until after at bracing end 4.Installation or buss la the responsibility of the reapectNe contractor. SEQ. : K 15 810 2 3 fastened are complete and at no time should any loads greater than 5.Design assumes wsees are to be used Ina nan-corrosive environment. TRANS ID• LINK design loads beapplied teany component end are for"dry condition"of use. 5.CompuTroe Ms no control over and assumes no responsibility for the S.Design assume.(WI bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage k provided. December 2015 B.This design is furnished subject to the limitations est font by e.Plates shall be located on both races or buss,and placed so their center TPIMTCA In BCS(,copies of which MN be furnished upon request. Anes coincide with)Dint center lines. 9.Digits indicate size of plate in inches. Wee USA,Ino./CompuTrls Software 7.6.6(1L)-E 10.For best°connector plate design values we ESR-1311.ESR-1988(MITek) 1 This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 8'— 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I IC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+D1( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. M-1.5x4 or equal at non—structural vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Txuss design requires continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-01-12 0-03-12 T T T 12 4.00 v M-1.5x3 3 4 —/ IlY N 1 0 m 1 Z r1 o 1 o 5 6 M-3x4 M-1.5x3 y ,l y 1-00 8-05-08 �� °) PRD�Fs tu��5• GIN ''.,9 �0 -sr89782PE �' JOB NAME : 5019—B POLYGON — P1 ,._.„0r• ...' • Scale: 0.5764 WARNINGS: GENERAL NOTES, unless omen,lss noted 9 OREGON 1.Builder and erection contractor should be advised or al General Notes I.This design is based ash upon the peremeters Mown and is for an Indbldual �_s Truss: P1 and Warnings baron construction commences. building component.Applicability f design 2.2v4 compression web bndn component h o g yerthparameters and Proper yV g must be installed where shown�. incorporation of component Is the nepondbillty of the building designer. y Alp), Ab y,4"R"' ` 3.Additional temporary bracing b Insure debility during construction 2.Design assumes n.lop end bottom see ler to be laterally braced at 7 Is the responsibility of the erector.Additional permanent bracing of 2 etie and et 10 e.c,reapsolhnty unless braced throughout their length by DATE: 12/8/2015 the ovenl dradure Is the responsibility tthe buldin designer, 2,Impact d ging orng arch es"pdeg to uir a where s)ant,ar drywap(BCj. `. ',S a g 3.2.v Impact bddging or kbrol brodng required when drown ea A SEQ.: K 15 8 10 2 4 4.Na bad should be applied to any component until after al bracing end 4.Design len of huts Is the responsibility of the respective contractor, %Menem an complete and at no time should any beds greater than 5.Design assumes trusses en to be used In a non-corrosive environment TRANS ID: LINK design bads be applied to any component. and are for try andmon°masa. 12/31/2016 f�q l[y�/{ 5.CompuTrus has no control over end muses no responsibility ler the 8.Design assumes lull bearing at al supports shown.Shhn or recipe If EXPIRES: 1 2/t7 1/201 6 fabrication.handling,shipment end ineidktlen of components. 7.Design:uumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates.hell be ap ted en both tae of trues,and plead so their center TPRW1CA In SCSI.coplea of which vol be furnished upon request. Nies coincide with joint anter linen MiTek USA,Inc./Com uTrus Software 7.6.6(11_)-E 9.Dyna Indicate dee of plate in Inches. F10.For basic connector plate dodge values see ESR-1311,ES12-ta88(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-264) 182 BC: 2x4 KDDF #l&BTR SPACED 24.0" 0.C. 2-3=(-109) 89 WEBS: 2x9 KDDF STAND 3-4=( 0) 0 - LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. IL 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" -85/ 49171 -36/ 107H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -41/ 397V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" 8 -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.349" @ 4'- 3.5" Allowed = 0.505" MAX TC PANEL TL DEFL = -0.467" @ 9'- 3.5" Allowed = 0.757" 8-01-12 0-03-12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 1.7" ` / 'I f 1 MAX HORIZ. TL DEFL = 0.001" @ 8'- 1.7" 12 4.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 4 -/ Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, 70 1 Truss designed for wind loads in the plane of the truss only. rni I II I 0 (h 0 Ai 1 1 z=1 ilifteiell5 0 M-3x4 M-1.5x3 l l k 8-01-12 0-03-12 y y l 1-00 8-05-08 ❑ k` � � PJ1ttp tc/c?`5NGINEcR 0 :9782PE y{, JOB NAME : 5019-B POLYGON - P2 ,r ../ Scale: 0.5264 NW WARNINGS: GENERAL NOTES, unless otherwise noted: C/' (�L�/ J'�IL' 40 1.Builder and erection cafrador ehculd be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for en Individual �A.OR EGOI V�yham' Truss: P2 and Warnings before construction commences. building component Applmabety of deelgn parameters and proper Y/- 4 2.234 compression web bradng must be Installed where shown e. incorporation of component lathe responsibility of the building designer. T. '=4 fy y 4' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al 7 "l("( \ „' I°the responsibility of the erector.Additional permanent bracing of T o e and at 10'ex.respectively unless braced throughout their length by /{L �y DATE: 12/8/2015 the overal structure is the responsibility of the building designer. 3.25 kerma bridging continuous ior lateral brsuch as acing requiredhwhere sheathing(TC) 4 if drywal(BC) p/i 1 �` SEQ. : K 15 810 2 5 4.No mad should be applied to any component until after al bracing end 4.Installation of truss is the roaponsibilty of the respedle centreder. r''{{ 1 fasteners are complete and at no time should any mads greeter than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID' LINK design mads be applied to any component. and are ler dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the B.oe�aa.assumes 518 beadng et.l supports ahem.shim or wedge If EXPIRES: 1`2/3112016 fabrication,handling,shipment and Installation of components. 7. ry Design assumes drainage 8.This design:s fumlahed aubjed to the limitations set forth by 8.Plates shall be located lprovided. December 8,2015 bet faces of truss.and placed so their center TPNMCA In BCSI,copies of which will be furnished upon request. lines coindds with Joint canter lines. 9.Digits Indicate size of plate In inches. MITek USA,Inc./CompuTrue Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESS-1988(MITek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Centerplatejoint on unless x,y 6-4-8 shown xteenths F 1 /af ( dimensions(Drawings notin tofft-in-siscale( DamaFailure eto of PersonaOIIOWlCould In u offsets are indicated. g 1 ryCause Property WMII Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS �� 2. Truss bracing must be designed by an engineer.For lki 0-1116" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I (y) 1 pipA p bracing should be considered. r , 3. Never exceed the design loading shown and never 4� stack materials on inadequately braced trusses. O 1 4. desigProvner,erection e copies of tsu truss design pro tothe ownerang ndFor 4 x 2 orientation,locate c�$ BOTTOM CHORDS cs all other interested parties. p p y plates 0 iia'from outside 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. connectorlates. THE LEFT. P 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ,fr Indicated by symbol shown and/or SYP values as published specified. bytext in the bracingsection of the representsbAWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 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. ■ M� reaction section indicates joint =ill El number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NM lin 18.Use of green or treated lumber may pose unacceptable ►= environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 'VII ANSI/TPiI: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. MiTek is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 .