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Plans (36) k\-\ i Wit- O(- \ mil® S k, Sv ,L2C.A l M., MiTek6 MiTek USA, Inc. 250 Klug Circle Corona,Ca.92880 Telephone 951/245-9525 Fax 951/273-0040 December 6, 2017 To Whom It May Concern: For those with existing designs, this letter is to inform you that my State of Oregon Civil Engineering License 89200PE has been renewed and extended to December 31, 2019. I hope that this does not cause any inconvenience. Very truly s, 60 :5 /, ‘:55:06....e.-------t avid Baxter, P.E., S.E. Sr. Structural Engineer ��Q,EO PRQF-VS MiTek USA ��,g 0NGINFFR s>ca, DB 4' :9200PE r .4111111 . Or yL A OREGON� ,.c4 tx , A <0 14, 24�q t 12/06/2017 iviERRILL EXPIRES: 12-31-2019 NM ME 31, 1 � MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-408_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46042190 thru R46042220 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. P ROFFss �<0 ,NGI NEFR �O 83640PE 9r y OREGON C4'(i'I RY 12 2, °o SOON O Di. . re EXPIRATIi . T'', - 1-16 4110 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46042190 PL15-408_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-pfC7P8Y?MbLNNbUfO6EfUuSaZ8AVga3SjwLmmJyCcvq I 1-0-0 I 1.5x3 II 1 3x4= 5 2 Scale=1:13.2 _-I. 1II I♦ 11 1NW _- 4 " 3 1.5x3 I I 3x4= I 1-30 I 1-3-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Unifom1 Loads(plf) Vert:3-4=10,1-2=-100 Concentrated Loads(Ib) Vert:=277(F, __ j<C�E� P R OFFss ,S? NGtNEF9 � 9 Ct" �40PE �' ir y ORE 0y��ARY 12 2°�' 00 SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE/2147473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mireke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Quality Criteria,DSB-89 and BCSI Buiding 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 R46042191 PL15-408_UPPER F02 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-12KtggaFuCb4cue1 VXG7ZJXxWynjIQnlAEgtrCyCcvo 1 1-0-0 1 1 1-1-0 1 1 1-2-0 1 0,&-A 1 1-2-0 110.11-131 Scale=1:39.9 5x6 II 3x8 II 3x6 FP= 5x8 I I 5x8 II 3x6 FP= 5x6 II 5x8 II 1 2 3 4 5 6 7 8 41 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 . - A\ - A \- N _, °_ A f_l \.f_ ao e - e \f. e e _ _ r e� e e e �r e e e e i� 6 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 6x6 = 8x8= 3x6 FP- 6x8 I I 5x6 II 5x6 II 5x6 I ex6 II 8x8= 6x6 1.5x3 SP= 3x6 FP= 6x8 II I 23-1-4 23-1-4 Plate Offsets(X,Y)- 132:0-3-0,0-0-01,(34:0-3-0,0-0-01 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.18 33 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.34 Vert(TL) -0.29 32 >955 360 BCLL 0.0 Rep Stress Incr NO WB 0.31 Horz(TL) 0.06 25 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:204 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 40=1802/0-5-8,25=1724/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2126/0,3-4=-2126/0,4-5=-3962/0,5-6=-3962/0,6-7=-3962/0,7-8=5590/0, 8-41=-5590/0,9-41=-5590/0,9-10=5969/0,10-11=5974/0,11-12=5974/0, 12-13=5823/0,13-14=5823/0,14-15=5433/0,15-16=5433/0,16-17=-4691/0, 17-18=4691/0,18-19=3503/0,19-20=3503/0,20-21=3503/0,21-22=-1960/0, 22-23=1960/0 BOT CHORD 39-40=0/1126,38-39=0/3074,37-38=0/4791,36-37=0/4791,35-36=0/5969,34-35=0/5969, 33-34=0/5969,32-33=0/5974,31-32=0/5974,30-31=0/5660,29-30=0/5153, 28-29=0/4146,27-28=0/4146,26-27=0/2781,25-26=0/1061 WEBS 2-40=-2082/0,2-39=0/1926,4-39=-1828/0,23-25=-1962/0,23-26=0/1733, 21-26=-1581/0,21-27=0/1391,18-27=-1238/0,4-38=0/1710,7-38=-1598/0,7-36=0/1558, 8-36=-777/0,9-36=-765/0,18-29=0/1051,16-29=-889/0,16-30=0/541,14-30=-437/0, 14-31=0/315,12-31=-281/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. ��G4r.© P R Open 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 �Co ANG)N4- /O be attached to walls at their outer ends or restrained by other means. L,$ 9 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 6-11-0,and 177 lb Q 8 ,: 40P E down at 15-5-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). OF LOAD CASE(S) Standard 1 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 i ORE40 �� Uniform Loads(plf) Vert:25-40=-8,1-16=80,16-24=130(F=50) 06e &c]RY'\2,2CI Concentrated Loads(Ib) ( o V Vert:16=-177(B)41=965(B) SOO Digital Signature 1 EXPIRATION DATE: 12-31-16 1 December 4,2015 i / WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI° Design valid for use only with M7el&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 apprcabi ity of design parameters and properly incorporate this design into the overall building design. Bracing indicated s to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IP11 Quarry Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sure 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042192 PL15-408_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DEtF2AbtfijxE2DE3EnM6W48DMBY1 pDvPuZQNeyCcvn I 1-7-0 1 1 1-9-0 I Scale=1:17.8 6x6= 3x6 II 3x6 II 3x6 II 3x6 II 3x6 II 1 11 2 3 4 12 5 13 6 lir e e a 0 0 o d N N e e e Id 10 9 8 6x6= 5x6 II 3x6 II 6x6= I0 I 9-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=-1033/0,1-11=-770/0,2-11=-770/0,2-3=-770/0,3-4=-1123/0,4-12=-1123/0,5-12=-1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=-1068/0,5-8=0/476,4-8=-311/0,3-9=-463/0,2-9=417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard _ a)-DeadtEloor-Live(balanced):-LumberincraacP=L00,Plate -- -= I.' Uniform Loads(plf) Vert:7-10=-10,1-6=100 -Eli P R OFF Concentrated Loads(Ib) �� GINEF 0/29 Vert:4=-132(F)3=-132(F)2=-132(F)11=276(F)12=132(F)13=132(F) NC3 N 8 ,4-OPE r Lle Ar 9 ORE `N .. C,6tiCi'1 RY 12 23\ , 00 SOON , Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 i 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. MN, Design valid for use only with MiTekB connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design imnto the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Inlomralion available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042193 PL15-408_UPPER F04 FLOOR GIRDER 2 1 Job Reference Optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-h0 ReF WbVQgrorCoQdyIbekcKN m 0 Sm LQ2eYJ_v4yCcvm 1-10-4 ii 1-9-0 1 01-8 Scale=1:41.8 3x6 FP= 3x6 FP= 1.5x3= 4x6 II 4x6 II 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e \ / o N I/ \! \ /...\.: 27 N 'O G ami O O G O' 26 25 24 23 22 21 20 19 18 17 1.50 II 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 I 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Inc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.17 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.27 20-21 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=-1056/0,1-2=1081/0,2-28=-1081/0,3-28=1081/0,3-4=-2501/0,45=2501/0, 5-6=-3277/0,6-7=3277/0,7-8=3277/0,8-9=-3417/0,9-10=3417/0,10-11=2919/0, 11-12=2919/0,12-13=-2919/0,13-14=1786/0,14-15=1786/0 BOT CHORD 23-24=0/1860,22-23=0/2950,21-22=0/2950,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=-1373/0,15-18=0/1152,13-18=-892/0,13-19=0/711,10-19=-436/0,10-20=0/268, 5-21=0/462,5-23=-635/0,3-23=0/906,3-24=-1102/0,1-24=0/1466 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. PR 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ' OF�S � ci Co �‘AG)N4- Wo LOAD CASE(S) Standard ,Ca 9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8 s 40 P E Uniform Loads(plf) Vert:17-25=-8,1-16=-80 Concentrated Loads(Ib) , Vert:28=-20(B) y OR SON ,, 04,, A RY 12 ,..N4 OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f , a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 8411-7473 rev.10/03/2015 BEFORE USE. NE,, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T911 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042194 PL15-408_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hQReFVW VQgrorCoQdylbekcKCmXQm022eYJ_v4yCcvm 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 3 1.5x3 I I 3x4= 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� No PR 6FFss ac, GtNE ip2� 8 .40PE r 41111, • y OR 'ON 0�y•0 UR RY 12 I>) 0- O SOON Digital Signature EXPIRATION DATE:12-31-16 1 December 4,2015 t _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and 8 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 Milek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sures Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042195 PL15-408_UPPER F07 GABLE 1 1 'Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:10 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-9d?OSsc7B7zfTMNcBfpgBx9V 9tgVroCsC2XRXyCcvl D-K8 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 • n e ❑ a ❑ ❑ c e e a c2 m ❑ ❑ ❑ a c 0 42 d IN B 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-40 1 2-8-0 1 4-0-0 1 5-4-0 I 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 I 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 123-11-12 1-4-0 1-4-0 1-4-0 1-4-0 1-40 1-40 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. o PR OP ck mac," .4GINEF.si0 Q 8 >,40PE pr 9 ORE uN .c O�y2°1RY 1i 20\ C 00 SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/G112015 BEFORE USE. NI. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated a 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/TP11 Quallly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042196 PL15-408_UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-dpZOgComyR5W5WxokNL3k9ih?ZDuEl1 L5so4_zyCcvk Scale=1:38.0 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 8 a a 0 a 0 0 o 0 o 2 2 e e o 0 2 2 e 0 b N i c c o c c . -^ p.� a e X c e ° e c e c e i XXXXXXXXXXXXXXXXXX :XXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXXS,"A 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 113-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 1 22-8-0 23-a 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 01- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:108 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-1-4. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. op- 4k 619 �� NGP EFr4 s-c2 444 'OPE �r cc -9 if . ORE •N O 2 O Cy�U'RY12O N\ 0 SOON Digital Signature EXPIRATION DATE:12-31-16 ! December 4,2015 t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.40/03/2015 BEFORE USE. Design valid for use only with M1ekt8 connectors.This design is based only upon parameters shown,and is for an individual building component,not L a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218F1.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042197 PL15-408_UPPER F09 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1 dpZOgComyR5W5WxokNL3k9icUZCHEGmL5s04_zyCcvk 2-6-0 I 1-8-12 I 1-8-12 rf Scale=1:17.6 3x4 I I 3x4= 1.5x3 II 3x6= 3x4= 1 2 3 4 5 e o 11 1.5x3 = 0 6 N 6 N 1.5x3 = e e e e-10 9 8 7 6 1.5x3 II 3x6 = 3x5= 3x6= 7-2-12 9-4-0 7-2-12 I 2-1-4 Plate Offsets(X,Y)— I1:Edae,0-1-81,f5:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inca' NO WB 0.18 Horz(TL) -0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 9-4-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 9=118/7-44,8=204/7-4-4,7=999/7-4-4 Max Uplift9=34(LC 4),8=-74(LC 4) Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/280,3-4=0/280,4-5=0/500 BOT CHORD 7-8=-500/0 WEBS 4-7=-507/0,2-8=-381/0,4-8=0/339,5-7=699/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 9-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard <(',W3 P R()FFss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 SCJ �N('j IN4. /p Uniform Loads(plf) C? Vert:6-9=-8,1-4=-80,45=180(F=100) kr -5z Concentrated Loads(Ib) 8 40 P E f Vert:5=336(F) OP yA.ORE oN r.. RY AZ OO SOON O Digital Signature I EXPIRATION DATE:12-31-16 December 4,2015 i 1 a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Milli. Design valid for use only with Mifek®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 b to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MilekC is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042198 PL15-408_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd 11-0?7mtYeOjID N if W?I4sI GM EsIzZ8zl H U KWXe W PyCcvj OM 1 2 3 4 5 6 Scale=1:12.8 • _ _ _ J �_ 14 • d A e e e r 13 •••.•....••.,..,.••......•••••••••••••••••••••••••le•.• 12 11 10 9 8 7 1-4-0 I 2-8-0 I 4-0-0 I 5-4-0 I 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) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina: YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 444 rz- 8 �40PE 9r' dr r -9,,_ORE o ,o 0y0��RY 12 2O�C? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1.111-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirekt8 connectors.This design is based onlyupon parameters shown.and is for an individual building component,not t 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 a to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/TP11 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Infonnaton 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 R46042199 PL15-408 UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:12 2015 Page 1 I D:c53KN t9 S 8dZA N g LpvM E nZkyCd l 1-6?7 m tYe Oj I D N if W?I4s I GM E p_zTazd O U KWXe W P yC cvj 0-1-8 HI 1-8-12 I I 2-2-0 1 2-6-0 I Scale=1:39.0 3x4= 1.5x3= 1.5x3 II 1.5x3= 3x4 I I 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x6 FP= 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 e . a a —� o •- • 20 0 b N il 9 ; e • E. 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6= 3x4= 2-2-12 1-11-12 2-111 22-4-12 1-11-12 0-116 20-2-0 0-1-8 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=-1688/0,4-5=-1688/0,5-6=-2365/0,6-7=2365/0,7-8=-1815/0,8-9=-1815/0, 9-10=1815/0 BOT CHORD 16-17=122/874,15-16=122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-573/0,10-12=-1321/0,10-13=0/928,7-13=-517/0,5-14=0/295,5-15=-642/0,3-15=0/1060,3-17=-1289/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard D PR 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,<O\a �F�ScS' Uniform Loads(plf) SCD �<JG)NEF, /9. O Vert:12-18=8,1-11=80 •C7 �i Concentrated Loads(Ib) Cc 8 40 P E 4.149 >rf Vert:1=336(F) AP -I ORE *N � 0�.0UgRY 12 20 \4 SOON Digital Signature I EXPIRATION DATE:12-31-16 December 4,2015 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1W03/2015 BEFORE USE. MB Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DS11-89 and BCSI Building Component Safety Intormafon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042200 PL15-408_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-aCh85ue0U2LEKp5BsoNXpan?BNtHiBteZAHB2syCcvi I 0-6-4 4x4 1-2-0 I I 0-8-7 4x4' 1-2-0 I I 0-6-1 I1C�- 1 2 3 4 5 4x4 = 6 Scale=1:12.9 J • - 13 • o d N k _ 4x4 = 4 12 11 10 9 8 4x4= 4x4= I 2-10-11 I 3-5-11 1 4-0-11 I 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edael,14:0-1-8,Edael,15:0-1-8,Edoe1,f7:Edae,0-1-81,F10:0-1-8,Edae1,112:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. �� N0co PR QFFss/� �C?\� NE9 ?' 8 >,40PE 9t' AIIPP ""--5/,,,_ORE IN O0g 3•ORY 12 2 0�� O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 i 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/f 911 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042201 PL15-408_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-aCh85ue0U2LEKp5BsoNXpanzKNrXi9VeZAHB2syCcvi 10-6-4 1 1 1-2-0 I I 0-8-7 I I 1-2-0 I I 1-5-1 1 2-6-0 I Scale=1:16.4 1.5x3 II 4x4= 1.5x3 I I 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 4x4= 4 5 6 7 e e a N I _ .__\\\ 3x4= 13 12 11 10 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 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— 12:0-1-8,Edgel,13:0-1-8,Edgel,19:0-1-8,Edge1,110:0-1-8,Edgel,f13:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=-620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. "<<' �c\� �NGIN�F9 , '- /: .40PE 9r 1,A_OREG�. ,, 0 '&4RYt220�CI OQ soon O Digital Signature EXPIRATION DATE: 12-31-16 7 December 4,2015 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 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 coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPlt Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety intonation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042202 PL15-408_UPPER F16 FLOOR 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-2OFXIDfeFMT5yzgNQVumLnK9Mn8oRT6nng01blyCcvh 1 2-4-4 ii 2-6-0 Scale=1:40.3 1.5x3 II 4x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 3x6 FP= 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 0 dV'NNN-V'NN B Z N\N"- 7#...-...N.'- d N � 18 17 16 15 14 13 12 1.5x3 II 4x8= 3x6 FP= 3x5= 3x5= 3x8= 3x4= I 23-1-4 I 23-1-4 Plate Offsets(X,Y)— f1:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >848 360 BCLL 0.0 Rep Stress Inc: YES WB 0.78 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:114 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=1010/Mechanical,12=1010/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=1005/0,1-2=-1224/0,2-3=-1224/0,3-4=-2770/0,4-5=-2770/0,5-6=3086/0,6-7=3086/0,7-8=-2175/0, 8-9=2175/0,9-10=2175/0 BOT CHORD 16-17=0/2134,15-16=0/2134,14-15=0/3069,13-14=0/2772,12-13=0/1246 WEBS 10-12=1544/0,10-13=0/1151,7-13=740/0,7-14=0/388,5-15=-370/0,3-15=0/789,3-17=-1127/0,1-17=0/1535 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��R .o PROFFss w�\� �NGtNE�'9 /�29 cc 8 ,OPE 1' y ORE• ^ N o O 0.y, RY,2 0c4 Li O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 i NI. e WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE.Design valid for use only with Mirek&connectors.This design is based on upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicabi ity of design parameters and properly incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042203 PL15-408_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:14 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-20FXIDfeFMT5yzgNQVum LnK93n7FRURnngolblyCcvh ?-7-41 2-6-0 0-48 �i Scale=1:40.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 m 1/11111116N- 1121N0IVAIIIIIIIIIhhN 1 o .III M I N II20 19 18 17 16 15 14 13 4x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 4.8 23-11-12 0-1-823-10-4 1 Plate Offsets(X,Y)— 119:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1581/0,3-4=1581/0,4-5=3040/0,5-6=-3040/0,6-7=-3266/0,7-8=3266/0,8-9=-2265/0,9-10=2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=-796/0,8-15=0/444,6-16=-314/0,4-16=0/731,4-18=-1077/0,2-18=0/1492, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. P R°pF<<- s �CIN Es�O,-IN7. 9 W 8 :-,40PE vt✓ 0 F y ORE . 1.4/0 � O�y''4RY A2.' e^. OO SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 f WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated s to prevent 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,21814.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042204 PL15-408_UPPER F18 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-WaovWZgGOgbyZ7FazCP?u?5HKAalA5XxOUm I7kyCcvg 0-1-8 H II 1-5-121 1 3k4 = 2 3x4 I I Scale=1:13.2 Ill= ME 6 ilUll 1.5x3=1.5x3=5 • 4 W �/ 3 1.5x3 II 3x6= I 1-11-12 I 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.41 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:17 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=240/0-5-4,3=240/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=-8,1-2=-280(F=-200) <<-\' ° PRO wc\� �tJGINE. 9 /029 c ,8.4.40PE r y OR SON .,.o o 0 �g .yoRY 12 2r O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 a I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 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 I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1811 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042205 PL15-408 UPPER F19 Floor 8 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd I1-WaovwZgGOgbyZ7 FazC P?u?sM2AalA5Xx0U m 17kyCcvg 0-1-8 1.5x3 I I H 1-7-4 I 1 3(4 = 2 Scale=1:13.2 EM U 6 IIII1I 111 II 5 I• II III _ti 1110 .. =, 3 1.5x3 I I 3x4= I 1-11-12 I 1-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (roc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.11 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=76/0-5-4,3=76/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide metal plate or equivalent at bearing(s)4 to support reaction shown. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. ��R0o P R oFFss wc\� ,..,. F9 ��2 a' �8.440 P E �<-' -v OR SON r.. 0 '&4 RY 12-`1-N) 0. 00 SOON4O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. iiul,, Design valid for use only with M7ek®connectors.This design a 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 Malek 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/1911 Quality Criteria,DSB-89 and BCSI Bulding Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042206 PL15-408 UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:15 2015 Page 1 ID:c53KNt9SSdZANgLpvMEnZkyCd 11-WaovWZgGOgbyZ7 FazCP?u?sN?AagA50x0Um I7kyCcvg Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 o J J a J I° o a d a A A F a F o a 20 19 18 17 16 15 14 13 12 11 I 11-4-8 I 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL- in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 11-4-8. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (lb)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <o\v-- P R 5FFss mac;. �NGiN�F9 /p2 cc 8 .40PE Tf s , y.vA ORE 1•0 .� 0i5, 64 RY 12 20�� O SOON 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. MIII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quarry Crteda,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 m Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042207 PL15-408_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll=mMHjvhunzkpBHgmXwwERCPWgawIvY54F8VrfAyCcvf 1.5x3 II 0-7-12 2-6-0 1.5x3 I I 1 2 4x4= 3 Scale=1:13.0 J L / 9N 5 4 4x4= 3x4= 011- 3-4-12 0-1- 3-3-4 Plate Offsets(X,V)-. 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��EO PR R OFFss �6�� NGINRFR ��2 . - 8 >.40PE 9r' IIIIW - OR *ON �.� O 0x v�RY122 \4 OO SOON O Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �A a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �/� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042208 PL15-408_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdI1=mMHjvhunzkpBHgmXwwERCPWIatPvWL4F8VrfAyCcvf 1 1-3-12 1 2-6-0 I Scale=1:24.9 1.5x3 I I 3x4 = 1.5x3 I I 3x4= 1.5s3 I I 3x4= 1.5x3 I I 1 2 3 4 5 6 7 o i io L g N XJ e � 127 10 9 3x4= 3x5= 3x5= 3x4= 0.1 14-3-12 6.1-8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.16 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-977/0,3-4=-977/0,4-5=-1120/0,5-6=1120/0 BOT CHORD 10-11=0/426,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/498,4-10=-263/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <c.g, .D PR Ope-, ��\� NGINEF9 /o9 a' 8 >,40PE c" OF y ORE •N r 0�y.v0gRY122��C, 00 SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 _ / 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 Mnek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/RPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042209 PL15-408_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-SzwfwFi WYHsgpRPy5dSTzQyf7_AfetmDToFPBdyCcve OfferAi 1 2-6-0 0-18 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 a -N_ & 20 N7- V d 3 N - a o7-- - 19 2. 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)— 11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.t&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-18=-949/0,1-2=-414/0,2-3=414/0,3-4=2170/0,4-5=-2170/0,5-6=-2686/0,6-7=-2686/0,7-8=-1975/0, 8-9=-1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=-495/0,3-15=0/908,3-17=-1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. Q 8 .40PE 91✓ OP -v ORE *N ..� �y�UA4 RY 12 2,�� On SOON 0 Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 c ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with M7ek i connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated s to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042210 PL15-408 UPPER F24 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:17 2015 Page 1 ID:c53KNt9SBdZANgLpvMEnZkyCdll-SzwlwFiWYHsgpRPySdSTzQydv_FcezHDToFPBdyCcve 0-1-8 H I 1-8-12 i 1 2-0-8 1 2-6-0 Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x6 FP= 3x4= 3x4 I I 1 2 3 4 5 6 7 8 9 10 11 o 20 ., — o d Nrti 19 0 . L A - tk./ V Z gP7.. . „. VS XXXXX? '7\XXXX XXXXXXXXXXXX XXXXXXXXXXXX XXXXXXXXXXXX X- 18 17 16 15 14 13 12 1.5x3 I I 3x6= 3x6 FP= 3x5= 3x5= 3x5 = 3x6= 1 2-1-4 1 22-4-12 I 2-1-4 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:117 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=-301/21,15-16=-301/21 WEBS 2-17=303/0,1-17=694/0,3-15=-111/271,3-17=364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The lie�ign/aelection4f such connection devices).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). ¢rip PROFF LOAD CASE(S) Standard �� Ss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 CJ ANG)NEF19 °2 Uniform Loads 8 s40PE r Vert:12-18=-8,1-2=180(F-_ � 9 100),2-11= Q 80 Concentrated Loads(Ib) Vert:1=336(F) O r'-y ORE •N .. O A,0 c.�RY 12 OAC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 1 __ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 5111.7473 rev.10/03/2015 BEFORE USE. NI, Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated k to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing !Ariel(' 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/TPI7 Quaitfy Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042211 PL15-408 UPPER F25 GABLE 1 1 Job ReferenceLoptionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-w9U 18bi9lb_XQa_9fLziWdUsROcTNSmNiSyk3yCcvd 0-ij8 Scale=1:35.4 3s6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 0 o 0 a o e 0 o o a o o e m 0 0 o • - - 38 d d A (' 0 0 0 0 - 0 0 0 0 5 5 o 0 0 • 37 XXXXXXXXXX - XXX/\XX XXXX.XX XXX XXXXXXXXXXXXXXXXXXXXXXXX/1 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 1 2-8-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 I 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 I 17-4-0 1 18-8-0 1 20-0-0 1 21-6-12 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 21-6-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. '<(-\. 0 P R oFF0- cD Q 8 ,LI-OPE41.1 c` 4 OR •N '., •O6,, RYA 2-ZO�� Li O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 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 Mitek®connectors.This design is based onlyupon 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 property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042212 PL15-408_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-OL2QLxjn3u6N2kZLC2Ux2r1_dog76kwWx6kWGVyCcvc I 1-0-4 I 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 1104: o - 2 - o —a— o e V- -N V 'N Z N_ 21 ''' V N- - V •N O O )IDL �A 20 ►/ 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= D-IIr8 24-4-12 0-1-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (roc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1782/0,3-4=1782/0,4_5=3190/0,5-6=-3190/0,6-7=-3366/0,7-8=3366/0,8-9=2315/0,9-10=2315/0, 10-11=2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=-1631/0,11-14=0/1238,8-14=827/0,8-15=0/475,6-16=283/0,4_16=0/699,4-18=-1045/0,2-18=0/1464, 2-19=1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. (04, b PRo�Fss �C.) �NGINEF6' /029 `t- : r640PE c' O • ORE d may,(J'q RY 12 2o�� 00 SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 1 r WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mill Design vatd for use only with MTel&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design 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 Milek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/1Pl1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042213 PL15-408_UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:19 2015 Page 1 ID:C53KNt9S8dZANgLpvMEnZkyCd11-0L2QLxjn3u6N2kZLC2Ux2r10W vh6uzWx6kWGVyCcvc 1-7-4 I 2-3-0I 0,118 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x4= 1.5x3 = 1 2 3 4 5 6 7 J _ o s 13 N. 0 0 0 N d N O qq/ o 0 12 • 1 10 9 3x4= 3x5= 3x5= 3x4= 1 13-5-12 13-5-12 I LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.13 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Pb)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=-958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=-783/0,6-9=0/450,2-10=0/547,2-11=697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. <('¢tio PR OPE-6,,,��0 ANG I N RF9 /O w `c �8•440PE 9f !te' • 9 OR SON ..s. ";y-U'1 RY A 2-' ,-\C? °O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 9 / 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 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 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/TP11 Quality Criteria,DSB-89 and BCSI Balding Component 7777 Greenback Lane Safely Inforation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 m Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042214 PL15-408 UPPER F28 FLOOR SUPPORTED GABL 23 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 ID:c53KNt9S8dZAN gLpvMEnZkyCd I1-tYcoZH kPgC E Egu7Xm m?Ab2aD3B12rMmgAmT3oyyCcvb 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 L o d N L • 4 44 1.5x3 II 3x4= p 1-3-8 0-0. 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,0.1) P R OpFss Cc'\ �<JGINFFR /a 8 .40PE r 411111111P , C.,A.OR SON o 6%, & RYA2-' OAC? O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 s _ ®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 vrith MitelvS connectors.This design is based on upon parameters shown,and is for an individual building component,not I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/SPIt Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safety Informalon available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042215 PL15-408_UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-tYcoZHkPgCEEgu7Xmm?Ab2aDAB13rMmgAmT3oyyccvb 1 0-10-12 1.5x3 I I 1 3x4= 2 Scale=1:13.2 0 0 d N N T 4 • 04 1.5x3 I I 3x4= p 1-1-12 0-0-3 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 "•" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Inc( YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(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. Cs3�� ANGIN EF9 <�2 �w ( OPE 9r i - ORE •N r.. 0 .'7.61 12 1G, Oo SOON O 1,3 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iMek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/tPI1 Quality Criteria,DSB-89 and RCMBuilding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 108 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042216 PL15-408 UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-tYcoZHkPgCEEgu7Xmm?Ab2aDNB15rMmgAmT3oyyCcvb 1.5x3 II 1 4x4= 2 Scale=1:13.3 L o N 1 4 3 1.5x3 II 4x4 = II 0-9-12 I 0-19.d 0-9-12 Plate Offsets(X,Y)— 11:Edoe,0-1-81.13:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (roc) 1/deft L/d PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=19/0-10-0,3=19/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. < O PROp670 ��\� �NC /py 8 .40PE r" i OP V ORE •N .. 0 syr, RY12 Q�� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 Mill. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek 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/fell Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042217 PL15-408_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-LkAAmdll bl/sl5H2ijKTWP8G60pbeHapOpOQDcKOyCcva 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 • 1.5x3 II 3x4= p 1-3-8 0-0'-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 .... 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. , P R OFFss co NG1N4-• /0 � Q 8 >,40PE 9r y ORE111N �.� 0 v&,Q RY 12 (1, 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. N. 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 building designer must verify the applicability of design parameters and properly incorporate this design into the overall �LI� Q building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/D.11 Quality Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042218 PL15-408 UPPER F32 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-LkAAmdl1 bWM5H2ijKTWP8G60SbeEapUpOQDcKOyCcva 1 2 3 4 Scale=1:13.0 - o • d 8 7 6 5 3-7-0 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. PRO% NGIN4..S' si0 cc S a40PE vt- • y OR ON l O�yO 0q R 12 20�� SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil- Design valid for use only with Mffek®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 MTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,0SB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042219 PL15-408_UPPER F40 Floor Supported Gable 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijKTWP8G6OrbelapOpOQDcKOyCcva 0-9-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 d N N 4 �••• 1.5x3 II 3x4= 1-0-12 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC20127PI2007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-0-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=52/1-0-12,3=52/1-0-12,3=52/1-0-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(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. PROFFss w0NC,INRFR /�2 8 ,,40PE 9r 9A.ORE 4011/ 0h•OUARY 12,`LO�t? O SODA 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 MIL7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Milek` 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/1Pl1 Qualify Cdteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042220 PL15-408_UPPER F41 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:39:21 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-LkAAmdl1 bWM5H2ijaVVPBG6NDbeDapOpOQDcKOyCcva 1 1-38 1 1.5x3 II 1 3x4= 2 Scale=1:13.2 o d N 4 • A 1.5x3 11 3x4= 1 1-6-8 1 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 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 YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400E 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=78/1-6-8,3=78/1-6-8,3=78/1-6-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <0¢o PR OFFss 8 .40PE 9r O y ORE *N ., � " ZC •S. '1 RY12 O\? OOSOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 $ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 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 Informalon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. SuiteCitrus Heights,CA 95610 Symbols Numbering System A GeneralNotes PLATE LOCATION AND ORIENTATION 1 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 3/" Center plate on joint unless x,y p y a offsets are indicated. I (Drawings not to scale) Damage or Personal Injury mini= Dimensions are in ft-in-sixteenths. ilimik Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. -1/16" 2. Truss wide btruusslsp mustindividual spacing, d vidue uned al lateral bracan eineer.For s themselves i may require bracing,or alternative Tor I MnIUM ihilliilitl p bracing should be considered. MAI* 0 3. Neverkexceed the designaduatloaelygraced and never stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ` 6-7 cs-s 4 desigProvner,erection e copies of tsu his tervisor,designroto thebuilding and plates 0-'I ' from outside BOTTOM CHORDS all other interested parties. property y edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate 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. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that "-''' Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I 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. ■1= reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 11.1111111111111 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI l: National Design Specification for Metal project engineer before use. 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. MI is not sufficient. M e k I 0 BCSI: BuildingComponent SafetyInformation, P 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, �� ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek6 JSA tnc 7777 Greenback Lane,Sole 109 Citrus Heights,CA 95610 Telephone 916.676-1900 Fax 916.676-1909 February 22, 2018 Pacific Lumber& Truss Company 10515 SW Allen Blvd. Beaverton, OR To Whom It May Concern: I,Marcos Hernandez and MiTek USA,Inc. will take responsibility for all sealed truss engineering provided for Pacific Lumber&Truss Company. Please be advised that if the effective date of the seals shown on the engineering has been expired,I will still be responsible for the sealed truss engineering that had been designed to meet the contemporary code requirements. My current expiration date for my Oregon civil engineering license is June 30,2019. For future reference,please log onto the Oregon State Board web site: www.osbeels.org for current license updated renewal status. If you have any questions,please contact me at 800-772-5351. Sincerely, t.D P R Ofe ff, Cr0 — 4/4 87022PE OREL314 1.3p Pr 12:1- -e8S A EXPIRES:640-19 Marcos Hernandez,P.E. Senior Engineer Western Engineering Operations Re: 5019-A POLYGON ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1301115 thru K1301134 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. K,((5,0 PROres t1GINEr„ 6> 1,44- 89782PE C' :.:1 OREGON .ypL`AIRY 1b, ZQ' xr PA U L �� A<� _ ,31/2016 July 13,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Illi 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 TO: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-37) 91 3-5=(-120) 127 BC: 2x9 RIDE 14168TR SPACED 24.0" O.C. 2-3=(-85) 59 WEBS: 2x9 RODE STAND 3-4=(-10) 5 LOADING TO 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 325V -29/ 78H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" -22/ 159V 0/ OH 5.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. : VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TI CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.8" Allowed = 0.223" 3-08-04 0-03-12 MAX TC PANEL TL DEFL = 0.019" @ 2'- 1.8" Allowed = 0.335" f f f MAX HORIZ. LL DEFL = 0.000" @ 3'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 3'- 8.2" 6.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, M-1.5x3 4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 Truss designed for wind loads in the plane of the truss only. I re 0 , N 0 II I - II l0 2 7� 5 M-3x4 M-1.5x3 l l l 3-08-04 0-03-12 l l l 1-00 4-00 � � P OF�rss ,,\c� NGIN �r /�,� 4.c- 89782PE -7vI JOB NAME : 5019-A POLYGON - Al' -,- .:,r-==> Scale: 0.6145 /'� � ---�._..._ WARNINGS: GENERAL NOTES, unless otherwise notetl: Truss: Al 1.Builder and erection contractor shoddbeadvised ofall General Notes 1.This design is based only upon the parameters shown and is for en individual '1 OREGON /�", and Warnings before construction commences, building component.Applicability of design parameters and proper I �6, ^+,,p "` 2.2a4 compression web bracing must to Installed where shown�. Incorporation of component is the responsibility of the building designer. _I,,�y ,V' 3.Additional tem bracing to insure stability during 2.Design assumes the top and bottom chorda to be laterally braced al 7�� il R 1 ` temporary g y g conciructbn 2'o.c.and at f 0'o.c,respecteely unless braced throughout their length by 'VS la the responsibility lootgry of the erector.Ib�ibnal permanent bracing of continuous sheathing such as plywood aheelhlng(TC)andlor drywall(SC). �J'n U 1 DATE: 7/13/2015 the overall structure a the reeponsibi�ly of the building Welgner. 3.2x Impact bridging or lateral bracing required where shown•• !`l SEQ. : K 13 0 I 1155 4.Na load ahould be applied to any co portent until after ep bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no gm r should any loads greater than 5.Design assumes busses are to be used In a non.conoalve environment, TRANS I D: LINK design loads be applied m any component. and are or"dry conditionof use. 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supporta shown.Shim or wedge If EXPIRES: 12/31/2016 spons y awry. fabrication,handling,shipment and l salletlon of components. 7.Design assumes adequate drainage is provided. 8.This design is famished subject to the limitations eel forth by 8.Plates lamp be located on both faces of truss,and placed so(heir center el u ly 13,201 5 TPIMRCA In SCSI,copies of which 16111 be furnished upon request. lines coincide with joint center lines. 11 9.Digits Indicate size of plate in Inches. MITek USA,Ino./CompuTtus So1'ware 7.6.6(1L)-E I0.For basic connector plate design values see ESR-1311,ES12-1W18(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-84) 61 1-4=(-37) 39 2-4=(-120) 126 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-10) 5 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"00. 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 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -20/ 168V -27/ 69H 5.50" 0.27 KDDF ( 625) 3'- 10.5" -26/ 158V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL • a s x, a r e _� _ g, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.018" @ 2'- 1.0" Allowed = 0.223" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.016" @ 2'- 1.0" Allowed = 0.334" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 3-06-12 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.8" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-1.5x3 3 11112 fn O O N 1►EO ►�4 M-3x4 M-1.5x3 l 1 1 3-06-12 0-03-12 1 l 3-10-08 ,<,c),“. PRopee, ci �yGIN � / � � ` � r 89782PE JOB NAME : 5019-A POLYGON - A2 Scale: 0.5958 7- WARNINGS: - i.Builder OhRAeNOTs unless o thrwise ep.t. see: "��CDF{EGVN a.. 7.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual /+� Truss: A2 and Warnings before construction commences. building component.Applicability of design parameters and proper /, Ty© 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building dedgner. .1J V..1 {� VV � 3.Additional temporary bracing to Inure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et I Is the reaponclbigry of the erector.Additional permanent bracing of continuous o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/13/2 015 the overall structure is the res onsibia f the buildin des 2Iactridging orng such as acinplywg reod uir a wthere s ownand/•r tlrywall(BC). ir �. A P h o g designer. 3.2x Impact badging or lateral brectng required where shown++ L.� SEQ.: Ki3 01116 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D• LINK design loads be applied to any component. and are for•dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing el all supports shown.Shim or wedge if EXPIRES: 12/31/2016 necessary. fabrication,handling,shipment and Installation of components. 7,Design assumes adequate drainage is provided.eJuly 1 3,2015 6.This design is furnished subject to the limitations set forth by e.Plates shall be located on both faces of truss,end placed so their center TPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19661MITek) This design prepared from computer input by PACIFIC LUMBER–BC LUMBER SPECIFICATIONS TRUSS SPAN 15'– 3.8" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR I LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce–resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=24.lft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD= 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Unbalanced live loads have been Truss designed for wind loads considered for this design. LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall VON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING 7-07-19 7-07-19 TO ONE FACE ONLY f 4 T 12 I IM-4x9 12 14.00 7 28 \14.00 ,_ 11111111It _I • 0 o '/ o 4 'S �� .D PRQ1 61 y1-00y 15-03-12 y 1N}~ RC2' .-&-- 89782P JOB NAME : 5019-A POLYGON - AGE =v;, '„�' Scale: 0.2782 ''' �. — - WARNINGS: GENERAL NOTES, unkcs otherwise noted: l (,aa /-� 40 I.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual V OREGON REl7ON '. s„�, Truss: AGE and Warnings before construction commences buldingcomponent.Applicability oldesign parameters and proper A 4( 2.2x4 compression web bracing must y,e Installed where shown.. Incorporation of component s the rospons billy of the buiMing designer. 17,9 1 �rl a•..y. 6 V 2 Design assumes the lop and bottom chords Io be laterally braced at 7�T "A j"(' :.7 3.Additional temporary bracing to Insole stability during construction 2'o.c.and at IS o.c.respectively unless braced throughout their length by --Na. la the responalbllXy of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). P.��{ a`. DATE: 7/13/2015 the overall structure Is the respeseiblkly of the building designer. 3.2x Impact bridging or lateral bracing required where essence (.- SEQ.: K 13 0 1 11 7 4.No load should be applied to any crenpenent until ager al bracing and 4.Installation of truss iis thhe respeare to used tty h rte respeothe contractor.tra asteners are complale and el no Mk should any loads greater than Design assumes s TRANS ID• LINK design loads be applied k any component. sodas or"dry condition"of use. 8.Design 5.CompuTrus has no control overand'essumesnoresponsibilityforMe assumes full bearingaId supports sheen.Shim or EXPIRES: /2131/2016 nem..., fabrication,handling, umq shipment end Ihstallalkn of components. 7.Design assumes adequate drainage is provided. July 1 3,2015 8.This design is furnished subject to the Nmdetlons eel WM by 8.Plates shall be located on both faces of trues,and placed so their center TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 5.Digits Indicate size of plate In Inches. MiTek USA,Ino./CompuTrus SPlware 7.6.6(1 L(E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS20-05-04 GIRDER SUPPORTING 44-00-00 FROM 0-00-00 TO 11-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 RODE #16BTR 20-05-04 GIRDER SUPPORTING 50-03-00 FROM 12-00-00 TO 20-00-00 1- 2=(-13024) 2952 8- 9=( -420) 1010 8- 1=(-8040) 1828 11- 5=(-4760) 1232 BC: 2x8 KDDF SS LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-11526) 2630 9-10=(-3122) 13964 1- 9=(-3258) 14498 5-12=(-1558) 6856 WEBS: 2x4 KDDF #16BTR; 3- 4=( -7682) 1874 10-11=(-1650) 7356 9- 2=(-5728) 1316 12- 6=(-7870) 1822 2x6 KDDF #1&RTR A LOADING 4- 5=( -7682) 1874 11-12=(-1614) 7446 2-10=(-7342) 1708 6-13=(-5600) 1300 LL = 25 PSF Ground Snow (Pg) 5- 6=(-11672) 2674 12-13=(-3252) 14524 10- 3=(-1478) 6596 13- 7=(-3406) 15146 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.2"6V 7=(-13606) 3084 13-14=( -238) 1054 3-11=(-4584) 1178 7-14=(-8394) 1908 BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 525.0)+DL( 377.0)= 902.0 PLF 0'- 0.0" TO 11'- 0.0" V 11- 4=(-2754) 11284 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 11'- 0.0" TO 20'- 5.2" V BC UNIF LL( 603.1)+DL( 410.1)- 1013.2 PLF 12'- 0.0" TO 20'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -2189/ 9707V -279/ 279H 5.50" 15.53 KDDF ( 625) Join together 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. 20'- 5.2" -2215/ 9818V 0/ OH 5.50" 15.71 KDDF ( 625) nails staggered at: 9" oc in 2 row(s) throughout 2x6 top chords, 4" o n 2 row(s) throughout 2x8 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 2 row(s) throughout 2x6 webs, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 9" oc in 1 row(s) throughout 2x4 webs. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-05-01 6-09-09 6-09-09 3-05-01 MAX LL DEFL = -0.160" @ 13'- 9.2" Allowed = 0.976" 1' 'f .f ' .(' MAX TL CREEP DEFL = -0.324" @ 13'- 9.2" Allowed = 1.301" 3-05-01 3-06-08 3-03-01 3-03 3-06-09 3-05-01 A , . f 4' 'p MAX HORIZ. LL DEFL = 0.028" @ 20'- 2.5" I MAX HORIZ. TL DEFL = 0.046" @ 20'- 2.5" 12 12 M-4x12 '-"7 14.00 / 14.00 4 O Design conforms to main windforce-resisting y system and components and cladding criteria. 11 Wind: 140 mph, h=24.1ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, x!11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-5x6 M-9x8 3 4t 11§ iM-10x10 �M-10x10 M-5x16 M-5x16 f 1 2 AAli� ��S �� im � N o N /- e-� 9 10 11 12 13 1 9 M-3x10 M-7x10 =M-10x10 M-7x10 M-12x14 M-12x14 M-7x8(S) M-3x10 1 1 1 1 J. 1 1 3-01-09 3-06-08 3-06-08 3-06-09 3-06-09 3-01-09 `` L) �-y Pn�, 1 8-05-04 1 12-00 1 * �GLNE ''9 ',0 1 1 20-05-04 �- 89782PE JOB NAME : 5019-A POLYGON - AGIRDER .7/7/ '� "''7 . '. Scale: 0.2186 - WARNINGS: GENERAL NOTES, unless otherwise noted'. ,_ OREGON , 1.Builder and erection contractor should be advised of all General Notes 7.This design Is based only upon the parameters shown and Is for an individual 7/4- On E GON �K5 Truss: AGIRDER and Warnings before conetuetien commences. building component.Applicability of design parameters and proper 'G°�//� f1, 2.3x4 compression web bracing must be Installed where shown.. incorporation of component is the responsibility eI the building designer. 'TA,. &u4 Ly YY A 6 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laleraly braced atc 7 2'o.c.and at 10'o.c.respecthely unless braced throughout their length by //��e V], is the responsibility of iha erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -n,f ,I. [ ile DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown•+ v SEQ.: K1301118 4.No load Mould be applied to any component until after all bracing and 4.5. allationoflm,ru:thherrspo sibility usyofd in the nenponielvtive onttraaconrmenl, fasteners are complete and al no time Mould any loads greater than Design assumes TRANS ID: LINK design loads beepgledmany component. 6.Desi n ssudn`Nllbearn stailsu rtsshown.Shimorwed wedge 5.CompuTrus has no control over end assumes no responsibility for the Design assumes g s supports g EXPIRES: V P I I.".b CS. 1 e'f/31/201 6 necessary. L//��ff if�L7 G v G V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/W8CA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. B.Digits indicate she o/plate in Inches. MiTek USA,Inc.ICornpuTrus Software 7.6.6(1 L)-E I0.For basic connector plate design values see ESR-1377,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 13'— 11.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #168TR • LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=24.2ft, TCDL=9.2,BL'DL=6.0, ASCE 7-10, Unbalanced live loads have been DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dii), TOTAL LOAD = 42.0 PSF load duration factor=l.6, considered for this design. Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. Gable end truss on continuous bearing wall U04. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M M-1x2 or equal typical at stud verticals. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Refer to CompuTrus gable end detail for BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 6-11-12 6-11-12 1 1 T 12 IIM-4x4 12 14.00 7 2 \14.00 1111 i— ro O i 1illillil O 0 N N /— 111MIIMIIIIMIIIIIMMIRMIIIMIIIIIIMEM11111111111 —/ 4 5 K"<, PR UFFss 1-00 13-11-lB 1-00 Co V`~G IN e`� 0� , ;GJ cr 89782PE r JOB NAME : 5019—A POLYGON — B1 Scale: 0.2802 /1/'',--6---'..Z.//7 ---,___,_ • WARNINGS: GENERAL NOTES, unless otherwise noted, .w OREG40 ON1.Builder and erection contractor should be advised of all General Notes 1.This design Si based only upon the parameters shown end is for an Individual h Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper jjj}}}//J (y`�} 2.2x4 compression web bracing must b6 installed where shown 4. Incorporation of component is the responsibility of the building designer. 4- `y (,.L 3.Additional tem bracingto Maurstabilityduring construction 2.Design assumes the top and bottom chortle to be laterally braced at + ,l•1� temporary rp cons 2•o.c.and at 10•o.c.respectively unless braced throughout their length by -,K Is the responsibility etar Sr the erector.Ad Itional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d II BC DATE: 7/13/2015 the overall structure is the responsible of the building designer, 3.2x Impact bridging or lateral bracing required where shown+��( ) PA �„ SEQ. : K 13 01119 4.No load should be applied to any corn ronenl until after all bracing end 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, TRANS ID: LINK design bads be applied to any compo,em. and are for dry conditionof use. 5.CompuTruahas nocontrol over and aseumesnoresponsibllitybrthe 6.Design assumes full bearing etall supportaahown.ShimorwedgeIf EXPIRES: 12/31/2016. fabrication,handling, necessary. 1 q shipment and IaQllmetbn of components. 7,Design assumes a Seated on both faces of trues,antl placed so their center TP WJrCA In SCSI,copies of ostrich II be furnished upon request. lines coincide with joint center lines. 5.Digits indicate size of plate In inches. MITek USA,Ino./CefnpuTrus Software 7.6.6(1 L)-E M.For basic connector plate design values sae ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-11-08 GIRDER SUPPORTING 48-03-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4826) 1132 6- 7=(-286) 320 6- 1=(-5704) 1304 8- 4=(-1122) 402 BC: 2x8 KDDF #1&BTR 2- 3=(-3956) 1050 7- 8=(-782) 3052 1- 7=( -758) 3414 4- 9=( -368) 1448 WEBS: 2x6 KDDF #2; LOADING 3- 4=(-3956) 1050 8- 9=(-692) 3052 7- 2=( -366) 1448 9- 5=( -758) 3414 2x4 KDDF STAND A LL = 25 PSF Ground Snow (Pg) 4- 5=(-4826) 1132 9-10=( -82) 304 2- 8=(-1122) 402 5-10=(-5704) 1304 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 13'- 11.5" V 8- 3=(-1522) 5686 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 578.1)+DL( 413.1)= 991.2 PLF 0'- 0.0" TO 13'- 11.5" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX BORE BRG REQUIRED BAG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) �' ( 2 ) complete trusses required. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1668/ 7365V -289/ 2B9H 5.50" 11.78 KDDF ( 625) Join together 2 ply with 3"0.131 DIA GUN 13'- 11.5" -1668/ 7365V 0/ OH 5.50" 11.78 KDDF ( 625) nails staggered at: BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP \/�l 9" oc in 1 row(s) throughout 2x9 top chords, AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. /Xv)(\ 5" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 2 row(s) throughout 2x6 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL = -0.032" @ 6'- 11.7" Allowed = 0.652" MAX TL CREEP DEFL = -0.065" @ 6'- 11.7" Allowed = 0.869" 6-11-12 6-11-12 1 ' ,' MAX HORIZ. LL DEFL = 0.004" @ 13'- 8.8" 3-09-06 3-02-06 3-02-06 3-09-06 MAX HORIZ. TL DEFL - 0.007" @ 13'- 8.8" 1' T f ' 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7 M-4x6 14.00 • \14.00 Wind: 140 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 9.0" 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Aiload duration factor=l.6, 2 -9 Truss designed for wind loads } in the plane of the truss only. M-3x4 M-3x4 41 41111111111111111173X1° Mo 0 . 1,1krAtir EMI 1111All c. N Zotil 11 :o Mil N F -/ 6 7 e 9 -'10 M-3x10 M-4x10 =M-10x10 M-4x10 M-3x10 y ), y y ). .e...9,0) PR°pee,, 3-05-14 3-05-14 3-05-14 3-05-14 13-11-08 `r 89782PE r JOB NAME : 5019-A POLYGON - B2 / ...7------- l!t!%'/ Scale: 0.2567 / a'� y'^� rte'--"--/,,,, WARNINGS: GENERAL NOTES, unless otherwise noted. '11/1,. s„�aR E'I.IiON �4) 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an Individual �` Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters end proper1� 2 2.2x4 compression web bracing must be Installed where shown+. Incorporationof component Is the responsibility of the building designer. "'y�tj { 3.Additional tem bracing to Insure stability durl construction 2.Design assumes the top and bottom chorda to be laterally t their length �!ll `. temporary A y rg cone 2'o.c.and at 10 o.c.respectively unless braced throughout their by ((``�s Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywell(BC). J"'A. 1 1 f � DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ •s V s.. SEQ.: K1301120 4.No load should be applied to any component until after all bracing and 4.Installation allationofWssIssthheBeep°bauryaftin hrespective on rtivec contractor. fasteners are complete and al no time should any loads greater then Design assumes design bads be applied to any component. and are for"dry condition"of use. TRANS I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes NII bearing at all supports shown.Shim or wedge if EXPIRES: 12/31/2016 mry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. July 1 3,2015 8.Thle design Is furnished subject to the limitations set forth by 8.Plates shall be boated on both faces oboes,and placed so their center TPI/WTCA In 6181,copies of which will be lumished upon request. linea coincide with joint center Innes. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CofnpuTros Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 12-13=(-582) 1894 2-12=( -214) 225 8-17=( -54) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=( -52) 88 13-14=(-686) 2347 12- 3=(-2486) 954 17- 9=( 0) 204 WEBS: 2x4 KDDF STAND 3- 4=(-2290) 991 14-15=(-587) 2202 3-13=( -53) 658 9-18=(-3044) 1138 LOADING 4- 5=(-2451) 1129 15-16=(-599) 2175 13- 4=( -439) 161 18-10=( -263) 281 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2025) 1077 16-17=(-777) 2435 4-14=( -126) 194 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2023) 1079 17-18=(-884) 2440 14- 5=( -71) 431 TOTAL LOAD = 42.0 PSF 7- 8=(-2627) 1193 5-15=( -723) 440 OVERHANGS: 12.0" 12.0" 8- 9=(-2920) 1234 15- 6=( -675) 1479 LL = 25 PSF Ground Snow (Pg) 9-10=( -62) 151 15- 7=( -920) 516 10-11=( 0) 50 7-16=( -163) 674 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 8=( -407) 293 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. I THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HIRE BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -345/ 2056V -335/ 310H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -346/ 2057V 0/ OH 5.50" 3.29 KDDF ( 625) 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 = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.177" @ 30'- 2.0" Allowed = 2.267" MAX TL CREEP DEFL = -0.335" @ 30'- 2.0" Allowed = 3.022" MAX LL DEFL = 0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.081" @ 45'- 11.5" MAX HORIZ. TL DEFL = 0.130" @ 45'- 11.5" Design conforms to main windforce-resisting 22-01-08 24-01-08 system and components and cladding criteria. f9-00-061` /6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' ' 4 f I .c f 4' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=l.6, 6.00 C7 M-4x6 Truss designed for wind loads Q 6.00 in the plane of the truss only. 4.0" 6 .6T •r` M-3x9 M-3x4 M-5x6(5) 5� M-5x6(5) 0.25" ` 0Alpprp...;,.25" 4 M-3x8 �14-4x4 3 M-1r. .5x3 o `� M-1.5x3 o � _ al111116.. 1 N 12 13 14 15 16 17 M-4x6 M-3x4 0.25" �g o M-3x8 M-5x M-3x4 M-5x6 .� ��p PROF�rsS M-5x6(S) M-Sx6(S) * 1 l * 1 * * \5 NGINE /� 6-00-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 y y ,C,}' J, ), 1-00 96-03 1-00 JOB NAME : 5019-A POLYGON - C7 A.f/' �:: l=l Scale: 0.1267 4 WARNINGS: GENERAL NOTES, unless otherwise noted: TrussC7 1.Builder and erection contractor aho54 be advised stall General Notes 1.This desl95 is based only upon the parameters shown and is for an individual "7 OR EG O N /�by and Warnings before construction commences. building component.Applicability of design parameters and proper (�\,a 2.254 compression web bracing moat be Installed where shown o. Incorporation of component*the responsibility of the building designer. 17 'is RY 1, (,I 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally bracetl al N the reaponsiblly of the erector.Ad itbnal permanent bracing of Y o.c.end x110'o.c.sash as ey unless s braced throughout their length by DATE: 7/13/2015 the overall structure Is the responsibility of the building deeigner, 20 lepest sheathing lateheaacing re ai dwhereC hownrtlrywall(BC). �,^�� `1 3.2s Impact bridging or lateral bracing required where Mown•• A SEQ. : Ki 3 0112 1 4.No load Mould be applied to any component until alter ail bracing and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no time should any bade greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS ID: LINK design bads be applied to any component and are for"dry condition"cruv. s.cam Trus has no control over and assumes no re 6.Design assumes full bearing et a8 supports shown.Shim or wedge if EXPIRES: 12/31/2016 necetau responsibility br the ssary fabrication,handling,shipment and in¢tallalbn of components. 7.Design assumes adequate drainage Is provided. July 13,2015 6.This design b furnished subject to be limitations set forth by 8.Plates Mall be located on both faces of truss,and placed as their center TPIMRCA in SCSI,copies of which all be furnished upon request. lines coincide with joint center lines. 9.Digits indicate sbe of plate In Inches. MITek USA,Inn/CompuTfua Sofiware 7.6.6(1L)-E 10.For basic connector plata design values see ESR-1311,ES12-1988 MTV) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cg=1.00 TC: 2x9 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=(-538) 1786 1-11=1 -89) 98 15- 7=( -909) 294 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2- 3-(-2198) 990 12-13=1-665) 2294 11- 2=(-2417) 1021 7-16=1 -55) 198 WEBS: 2x9 KDDF STAND 3- 4=1-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 8=1 0) 202 LOADING 9- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=1 -995) 185 8-17=1-3026) 1130 TO LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2002) 1070 15-16=1-770) 2918 3-13=) -101) 203 17- 9=( -263) 281 BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-2607) 1185 16-17=1-879) 2426 13- 9=( -79) 402 TOTAL LOAD = 92.0 PIF 7- 8=(-2903) 1227 4-14=) -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=) -62) 151 14- 5=( -669) 1460 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 50 14- 6=) -921) 516 ** For hanger specs. - See approved plans 6-15=( -163) 675 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1964V -339/ 299H 5.50" 3.19 KDDF ( 625) 96'- 0.0" -349/ 2098V 0/ OH 5.50" 3.28 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "cc spacihg. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL = 0.179" @ 29'- 11.0" Allowed = 2.254" MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed = 3.006" MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-10-08 24-01-08 Wind: 190 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, �3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f ' ' ' ' 'f ' f ' load duration factor-l.6, 12 12 Truss designed for wind loads 6.00 M-4x6 Q 6.00 in the plane of the truss only. 4.0" 5 'OF 3.1" M-3x4 M-3x4 M-5x6(5) 4 M-5x6(S) 0.25" .25" +1 M-3x6 + Aly\Opri:J:::-61X4 2 N1-1.5x3 ie\ 1 + M-1.5x3 -,,o CD j �� . 1�* ... eM 141r c N 11++ 12 3 19 'r 11' 16 i7 M-4x6 M-3x4 0.25" M-3x8 0.2x6(S) M-3x4 M-5x6 r' �� )� PROF M-56 s * l , l 1 y l \Cj atNC -,,,,, 'r2A� 5-09-08 8-00-08 8-00-08 46-00 8-00-08 8-00-08 8-00-08 1-00 " 1 y0 89782PE 9 JOB NAME : 5019-A POLYGON - C5 //4i =- ./ Scale: 0.1395 / "� WARNINGS: GENERAL NOTES, unless otherwise noted: t✓ 1.Bulkier and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual T' �RE1.70N y.s s„� Truss: C5 and Warnings before construction commences. balding component.Applicability of design parameters and proper 2 Q' 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility or the building designer. +if �, 1j" ,S 3.Additional temporary bracing to Insure stability during conelniction 2.Design assumes me top and bottom chortle to be laterally braced at f l l \ + is the responsibility of the erector.Additional permanent bracing of 7 o.c.and at ICY o.c.respaUlvety unless braced throughout their length byiir /� V continuous sheathing such as plywood sheathing(TC)andior drywall(BC). ' I U{ C'1� DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2r Impact bridging or lateral bracing required where shown+* PA l.. SEQ.: K130112 2 4.No load should be applied to any component until atter ell bracing and 4.Installation of truss isthhe respo ba ulity sytl ftIn he race obelus contractor. environment, fasteners are complete and at no time should any bads greater m 4.Insta an gn assumes s 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 responsibility for the 8 Decease esignseumes lilt bee ring at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 ry fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. July 13,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both laces of truss,and planed so their center TPIAMCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-I 088(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 11-12=(-53B) 1786 1-11=( -89) 98 15- 7=( -409) 294 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2198) 990 12-13=(-665) 2294 11- 2=(-2417) 1021 7-16=( -55) 198 WEBS: 2x9 KDDF STAND 3- 4=(-2410) 1129 13-14=(-575) 2171 2-12=( -79) 711 16- 8=) 0) 202 LOADING 9- 5=(-2005) 1073 14-15=(-591) 2156 12- 3=( -995) 185 8-17=(-3026) 1130 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2052) 1070 15-16=(-770) 2918 3-13=( -101) 203 17- 9=( -263) 281 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2607) 1185 16-17=(-879) 2926 13- 4=( -79) 402 TOTAL LOAD = 42.0 PSF 7- 8=(-2903) 1227 4-14=( -699) 431 OVERHANGS: 0.0" 12.0" 8- 9=) -62) 151 14- 5=( -669) 1460 LL = 25 PSF Ground Snow (Pg) 9-10=) 0) 50 14- 6=( -921) 516 14-1.5.4 or equal at non-structural 6-15=( -163) 675 vertical members (con). BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -303/ 1964V -334/ 299H 5.50" 3.14 KDDF ( 625) 46'- 0.0" -344/ 2048V 0/ OH 5.50" 3.28 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 = 0.174" @ 29'- 11.0" Allowed = 2.254" MAX TL CREEP DEFL = -0.329" @ 29'- 11.0" Allowed = 3.006" MAX LL DEFL = 0.002" @ 47'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 47'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.079" @ 45'- 8.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 8.5" I Design conforms to main windforce-resisting 21-10-08 / 24-01-08 system and components and cladding criteria. 1' I '' Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 6-00-06 6-00-06 6-01-15 5-10-13 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' 1' ' T T f T '' load duration factor=l.6, 12 12 Truss designed for wind loads 6.00M-9x6 in the plane of the truss only. Q 6.00 4.0" 5 4s( 244%1 3.1" M-3x4 M-3x4 M-5x6(S) • M-5x625 (5) 0.25" 0 " +1 :_3x6lt /,.... + +M-1.5x3 \' M-10 5x3 11+* 12 I3'f III 14 'f 15 16 '7 - M-4x6 M-3x4 0.25" M-3x8 0.25" M-3x4 M-5x6 '-' �y M-5x6(5) M-5x6(S) ,`'((, Pn ,Css y y ), y i, y y �5 NG I N4-- /per y 5-09-08 8-00-08 8-00-08 8-00-08 8-00-08 8-00-08 1 1 �L7 Q r� 96-00 1-00 '�' /89782PE • JOB NAME : 5019-A POLYGON - C4 • Scale: 0.1395 0. r� WARNINGS: GENERAL NOTES, unless otherwise noted: 1.Builder and erection contractor shout tl be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual �G ON ^� �. Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be Installed where shown*. of component lathe respansibildy of the building designer. „{��4/4.4 r&G ..- Incorporation �+. 3.Additional temporary bracing to Incur r stability during construction 2.Design assumes the lop and bottom chortle to be laterally t their al 7 "T :.7 +• Is the responsibility of the erector.Additional permanent bracing of 2'so.and at 10'o.c.respectively unless braced throughout their length by i continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). 1 ,4 U` \ DATE: 7/13/2015 the overall structure is the responaibil ty of the building designer. 3.2x Impact bridging or lateral bracing required where shown** 4 SEQ.: K 13 0112 3 4.No toed should be applied to any con portent until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, loads be II d to anyend are for"dry condition"of use. dale TRANS ID: LINK gnoa pigscomponent. 5.CompuTrus has no control over end 4seumes no responsibility for the B.Design assumes NII bearing et all suppose shown.Shim or wedge if EXPIRES: 1213112016 mmesfabrication,handling,shipment end in4tMlatlon of components. mry. 7.Design ssassumes adedon drainage reuseotruvided.en July 13,2015 8.This design is fumlahetl subject to tha limitations sal forth by 8.Plates shop be located on both feces of truss,end placed so their center TPIANICA In SCSI,copies of which vf111 be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of pieta in inches. MITek USA,Ino./CompuTros Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -49) 78 10-11=(-379) 1555 1-10-1 -88) 62 6-14=1 -177) 161 BC: 2x4 KDDF #1&13TR SPACED 24.0" O.C. 2- 3=1-1884) 434 11-12=1-394) 1939 10- 2=1-2077) 431 14- 7=1 0) 576 WEBS: 2x4 KDDF STAND 3- 4=(-1983) 508 12-13=(-316) 1768 2-11=( 0) 574 7-15=1-1893) 373 LOADING 4- 5=1-1513) 496 13-14=1-254) 1460 11- 3=( -357) 131 15- 8=( -271) 178 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=1-1519) 481 14-15=1-258) 1173 3-12=1 -162) 146 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=1-1654) 429 12- 4=( -26) 469 TOTAL LOAD = 42.0 PSF 7- 8=1 -104) 135 4-13=1 -750) 260 OVERHANGS: 0.0" 12.0" 8- 9=( 0) 50 13- 5=( -270) 1022 LL = 25 PSF Ground Snow (Pg) 13- 6=( -372) 180 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -262/ 1705V -319/ 354H 5.50" 2.73 KDDF ( 625) 39'- 9.0" -302/ 1805V 0/ OH 5.50" 2.89 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.096" @ 13'- 10.0" Allowed = 1.942" MAX TL CREEP DEFL = -0.182" @ 13'- 10.0" Allowed = 2.589" MAX LL DEFL = 0.002" @ 40'- 9.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 40'- 9.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.050" @ 39'- 5.5" MAX HORIZ. TL DEFL = 0.078" @ 39'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 21-10-08 17-10-08 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3-09-06 6-00-06 6-00-06 6-00-06 r 6-00-06 6-00-06 5-09-12 (All Heights), Enclosed, Cat.2, Exp.e, MWFRS(Dir), load duration factor=1.6, 1 f '' Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-4x6 Q 6.00 4.0" 5 .(n' °414M-3x4 M-3x4 9 M-5x6(5) M-5x6(S) 0.25" 0.25" / M-1.5x3 A . M-3x6 2 M-1.5x3 , , 1 ,r, I �_ ,,,., o o n "1 l0*M-3x6 M-3x4 2.25" M-3x8 0.25'4 M-3x5`15 ``••� .O PROFS M-5x6(5) M-5x8(S) ��`l,�t�j,�� ,C�y US, y 5-09-08 y 8-00-08 y 8-00-08 y 8-00-08 y 9-10 y )' ,_ V�~ or�q`,r y 39-09 0-11-15 .' , 89782f E JOB NAME : 5019-A POLYGON - C3 �' ..,'' Scale: 0.1432 = - / WARNINGS: GENERAL NOTES, unlessolherwlee noted: ��OREGON /'t y�' - k� -. 1.Builder and erection contractor should be advised of all General Notes 1.This design k based only upon the parameters shown and Is for an indNidual OF1 GE 1GO1 V /.� Truss: C3 and Warnings before construction commences, building component.Applicabllily of design parameters and proper // 'le P 2.2x4 compression web bracing must be Installed where shown 0. incorporation of component Is the responsibility of the building designer. "'` A "e".sGl L`.fl': 3.Additional temporary bracing to Insure stability during construction 2.Design and 10 the top and bottom chords to bl laterally braced at 'J/U z l I 1. ir Is the responsibility 01 the erector.Additionalpermanent bracingf 2'o.c. at 10 o.c.roapectively unless braced throughout their length by cponsi tyo continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). PAUL. �''' DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or lateral bracing required where shown 0* SEQ.: El3 0112 4 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibiBty of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment. TRANS I D s LINK design loads be applied to any component. and are for"dry condition'of use. 5.CompuTrushes nocontrol over and assumes noresponsibility brthe B.DeeUg eawmesfullbearingatelsupponeshown.Shimorwetlge11 EXPIRES: 12/31/2016 Y. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. July 1 3,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPIIWICA In BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. S.Digits Indicate size of plate in Inches. MITek USA,IRC./CompuTrus Software 7.6.6(lL)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design ed from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 39'- 9.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc a TO: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 P pacing. Design conforms to main windforce-resisting BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Unbalanced live loads have been TOTAL LOAD = 42.0 PSF load duration factor=1.6, considered for this design. End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. DESIGN ASSUMES SHEATHING Gable end truss on continuous bearing wall UON. i TO ONE FACE ONLY M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 21-10-08 17-10-07 T '1 9-08-03 I 12-02-05 12-02-05 5-08-02 I I t . T 12 HM-4x4 12 f 6.00 II. 2 Q 6.00 M-3x5(S) M-3x5(5) 0 ti 0 I Lf., O d N f f CM 9 -/ 5 M-3x5(S)+ M-3x5(S) l y �y ..i• �.P. p fi �c s'r 14-05-08 15-05-08 9-09- ��. '7 ,? y 39-08-15 v JOB NAME : 5019-A POLYGON - C 1 1i;, //may - -�' Scale: 0.2125 :.—._..._...__... - V 4) ..... ...i WARNINGS: GENERAL NOTES, unless otherwise noted, �,�.,,},..a -7 OREGON. �� Truss: Cl 1.Balder and erection contractor should be advised of all General Notes 1.This designs based only upon the parameters shown ands for an individual w^„a �I J �. �` end Warnings before constru�an r# nces. building component.Applicability of design parameters and proper -i S, 2.2x4 compression web bracing must bet installed where slown+, Incorporation of component Is the responsibility of the building designer. J 3.Additional temporary bracing to Insure stability during construction 2.Design ascumec the top and bottom chores to be laterally braced e1 I'` �.y� �� Is the responsibility of the erector.Add Ronal permanent bracing of 2'o.c.end et 10'o.c.rsuch as sly anises braced throughout their length by !'"' DATE: 7/13/2015 the overall structure Is the response til of the building designer. continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). 3.2x Impact bridging or lateral bracing required where shown e+ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the SEQ.: K13O1125responsibilityof the respective contractor. fasteners .re complete and at no ntrussesuse time env loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �+ / TRANS ID: LINK tlestgnloads beapplledl nycompo¢en. and are for"dry condition"Ouse. EXPIRES 12/31/2016 5.CompuTruahas nocontrol over and a umes no responsibility for the B.DealgnaawmesfullbearingeleXsupponsshown.Bhlmorwetlpeif July 13,2015 fabrication,handling,shipment and Installstlon of components. necessary. 6.This design is furnished subject t ct to the limitations set forth by7.Design assumes adequate drainage is provided. e. B.Plates shall be located on both faces of truss,and placed so their center TP WJICA in BCSI,copies of welch will be famished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1 L)-Z 10.For bask connector plate design values see ESR-1371,EBR-198B(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDOF #16BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce-resisting BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"00. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=25.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=l.6, Unbalanced live loads have been End vertical(s) are exposed to wind, considered for this design. Truss designed for wind loads LL = 25 PIF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. DESIGN ASSUMES SHEATHING TO ONE FACE ONLY 24-01-08 24-01-08 f T f 15-02-03 8-11-05 8-11-05 15-02-03 4 4 '1 ,' 4 12 I I M-4x4 12 f 6.00 Q 6.00 -3x5(5) M-3x5(5) 4000001111" N ti 0 ao rl • m "--- 7 ,- i IT .. _ _O ,-1 4 M-3x5(S) �, ?e1O , • y 1 l �c�[ 13GIN �c9 1/4°6`�3 1-00 19-01-15 9-11-09 19-01-08 CZ" 89782PE '${, 3 �C7y1''_!�> JOB NAME : 5019—A POLYGON — C10 4 -//- • Scale: 0.1714 ,4a (/ WARNINGS: GENERAL NOTES, unless otherwise noted: �4,/OREGON� Z©� "' t.Sunder and erection contractor should be advised of all General Notes I.This design Is based only upon the parameters shown and is for an individual ____IIII„s VARY 1 r ' <�. Truss: C10 and Warnings before construction commences. building component.Applbability of design parameters and proper ^7� - 2.204 compression web bracing mull 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 and et lI the top and bottom chortle to be Iaierally braced at B„n U` �1 Is the responsibility of the erector.Additional permanent bracing of 2'ot. et 10'o.c.respectively unless braced throughout their length by �'l 1.. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown i+ SE K1301126 4.No bed should be applied to any component until ager all bracing end 4.Inslalletion of truss is the responsibAty all the respectNe contractor. 4 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, �/p } design loads be applied to any component. end are for"dry lull condition'.of use. EXPIRES: 12/31/2016 TRANS ID: LINK 6.CompuTrus has nocontrol over and assumes noresponsibility for the 6.Design ryaumesNllbeadngetallwppodsshown.Shimorwedgeif July 13,2015 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 6.Plates shall beseated an both faces of truss,and placed so their center TPIiWTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MITek USA,Ino./ConlpuTrus Software+7.6.6-SP1(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 PC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 50 14-15=( -925) 2784 2-14=) -268) 286 19-10=( -229) 191 BC: 2x4 KDDF #16810 SPACED 24.0" O.C. 2- 3=( -63) 155 15-16=( -837) 2745 14- 3=(-3162) 1193 19-11=( -219) 1115 WEBS: 2x9 KDDF STAND; 3- 4=(-3032) 1298 16-17=( -679) 2426 3-15=( 0) 211 11-20=(-4570) 1774 2x4 KDDF STUD A; LOADING 4- 5=(-2740) 1256 17-18=( -577) 2143 15- 4=( -58) 189 20-12=( -276) 274 2x6 KDDF #2 8 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2160) 1143 18-19=(-1039) 3141 4-16=( -399) 285 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2131) 1161 19-20=(-1455) 3744 16- 5=( -160) 653 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2682) 1362 5-17=( -907) 514 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2688) 1258 17- 6=( -802) 1638 LL = 25 PSF Ground Snow (Pg) 9-10=(-5235) 2116 17- 7=( -790) 554 OVERHANGS: 12.0" 12.0" 10-11=(-5254) 2022 7-18=( -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -59) 118 8-18=( -236) 196 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -2) 62 18- 9=(-1344) 594 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-19=( -935) 2622 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -359/ 2144V -321/ 323H 5.50" 3.43 KDDF ( 625) 48'- 3.0" -361/ 2149V 0/ OH 5.50" 1.45 KDDF (1485) 'COND. 2: Design checked for net(-5 lost) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed - 0.133" MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed = 2.367" MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed = 3.156" MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133" 24-01-08 24-01-08 MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2" MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2" 6-01 6-00-10 5-11-01 6-00-13 �4-00-12 3-11 3-11-08 3-11-08 3-11-08 4-03-04 T T f T f f T T f f f Design conforms to main windforce-resisting 12 72 system and components and cladding criteria. 6.00 Vii, M-4x6• Q 6.00 Wind: 140 mph, h=25.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 T+( load duration factor=l.6, Truss designed for wind loads M-3x4 in the plane of the truss only. M-3x4 M-5x6(5)f/'%1l %E1 M1.5x3 cn .5x3 M M-6x8 3 zo d' y 15 17 18 - 14 M-5x6 M-3x4 625" M-3x8 M-5x10 M-4x12 r+ M-5x6(S) d 3.50 3.50 y �' y y y 12 y 12 y At_p ?ROA-4-x,R A-jx J. l 8-00-12 8-00-12 8-00 8-01-08 J. 7-09-04 J. 8-02-12 J. k 5� GINE C {,, 1-00 32-03 7-09-04 8-02-12 1-00 C? � .9 Q pp oor�ppc 48-03 y �� O 782P -. Y"° JOB NAME : 5019-A POLYGON - C8 /` ' r Scale: 0.1199 d� ,1- /. r_._�..�.._ _.__._. WARNINGS: GENERAL NOTES, unless otherwise noted: G✓ OREGON TTll55• C8 1.Builder and erection contractor shoal be advised of all General Notes 1.This design is based only upon the parameters shown and is for en Individual /�' • end Warnings before construction co manes. building component.Applicability of design parameters and proper 4 2.2x4 compression web bracing must b InslalNd where shown�. Tr incorporation of component Is the responsibility of the building designer. ,,,ay 3.Additional temporary bracing m{Fleur stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 7,(}/t�-� 4 F Y A$ ‹....< Is the responsibility of the erector.Ad Bbnal permanent bracing of 2'o.c.and a1 10'o.c.respectively unless braced throughout their length by i \� DATE: 7/13/2015 the overall structure Is the res onslbl of the building designer. continuous sheathing such as plywood required el where s and/or tlrywall(BC). 'f �n ys P 9 g^ 3.2x Impecl bridging or lateral bracing requlretl where shown.• f'1 UL `- SEQ. : Ki 3 0112 7 4.No mad Mould be applied to any co orient until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ere complete and at no Um should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads beapplied to any cee nt. and arefor'drycondtion oraae. 5.EeepuTrus hes no control over and ea no responsibility for the 6.Design assumes inn bearing et el supports shown.Shim or wedge If spry. EXPIRES: 12/31/2016 fabrication, sndnns,edlsujncend elIm6ebnaf components. 7.Pltes stall be en drainage Is rusisen July 13,2015 6.This design Is furnished sof which to the Il be fuels set forth by 8.Plates shall be located on both feces of truss,and placed so their center TPIAARCA In BCSI,copies of which 11 be lumished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTrus Software 7,6.6(1 L)'E 10.For basic connector plate design values see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 48'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( -63) 135 13-14=( -938) 2787 1-13=( -155) 198 8-18=( -935) 2622 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3035) 1335 14-15=( -836) 2746 13- 2=(-3164) 1257 18- 9=( -229) 191 WEBS: 2x4 KDDF STAND; 3- 4=(-2741) 1267 15-16-) -679) 2427 2-14=( 0) 211 18-10-( -222) 1117 2x4 KDDF STUD A; LOADING 4- 5=(-2160) 1150 16-17=( -581) 2143 14- 3=( -88) 189 10-19=(-4570) 1774 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2132) 1161 17-18=(-1039) 3141 3-15=) -400) 292 19-11=( -276) 274 OL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2682) 1362 18-19=(-1454) 3744 15- 4=) -167) 653 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD - 42.0 PSF 7- 8=(-2688) 1258 4-16=) -907) 514 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-5235) 2115 16- 5=( -808) 1639 LL = 25 PSF Ground Snow (Pg) 9-10=(-5254) 2021 16- 6=( -790) 554 OVERHANGS: 0.0" 12.0" 10-11=( -59) 118 6-17=( -367) 774 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -2) 62 7-17=( -236) 196 ** For hanger specs. - See approved plans LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 17- 8=(-1344) 593 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PDF. BEARING MAX VERT MAX BORE BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -318/ 2032V -318/ 313H 5.50" 3.25 ROOF ( 625) 48'- 3.0" -361/ 2151V 0/ OH 5.50" 1.45 KDDF (1485) !I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.340" @ 32'- 2.0" Allowed = 2.367" MAX TL CREEP DEFL = -0.633" @ 32'- 2.0" Allowed = 3.156" MAX LL DEFL = -0.002" @ 49'- 3.0" Allowed - 0.100" • MAX TL CREEP DEFL = -0.002" @ 49'- 3.0" Allowed = 0.133" MAX HORIZ. LL DEFL = 0.187" @ 48'- 0.2" MAX HORIZ. TL DEFL = 0.311" @ 48'- 0.2" 24-01-08 24-01-08 Design conforms to main windforce-resisting system and components and cladding criteria. 6-01 6-00-10 5-11-01 6-00-13 �4-00-12 3-11 3-11-08 3-11-08 3-11-08 4-03-04 T ,r 4' . 4' 1' 4' 4' 4' 1 4' Wind: 140 mph, h=25.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 12 6.00 load duration factor=l.6, Truss designed for wind loads 4.0" in the plane of the truss only. 5 95( M-3x4 0.020•••••••00.000.0 -3x4 x8(5) M-5x6(S) M-1.5x3 0.25" 0M-6.25" M-3x6 M-4x12 0 M-1.5x3 ` :148-1.5x3 )1".".....""" N. M-1.5x30i/ _ .� M-6x6 1 2 ^19 Io II 13** 19 •5 16 17 i M-5x6 M-3x4 �•25" M-3x8 M-5x10 M-4x12 M-5x6(S) .3.50 3.50 C,.. 12 12 r0 PRQp y8-00-12 1 8-00-12 1 8-00 y 8-01-08 , 7-09-04 , s o2-12 l y �� \VGiNCE /0AA__ 32-03 7-09-04 8-02-12 1-00 ,.' ply .yF� "l�9. y 48-03 y 439782 E v JOB NAME : 5019-A POLYGON - C9 �; �/.7%/'::›`' Scale: 0.1197 lir. /--.. WARNINGS: GENERAL NOTES, unless otherwise noted'. V h4, 1.Builder and erection contractor should be advised of ell General Notes I.This design Is based only upon the parameters shown and Is for en IMNidual 7° OREGON /ti s„"„ Truss: C9 and warnings before construction commences. building component.Appncebilty -of design parameters and proper .,• L f 2.2x4 compression web bracing must be Installed where shown*. incorporation of component is the responsibility of the building designer. R Y 1 Fi. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at ro'o.c.respectNaty unless braced throughout their length by Is the reaponslblgly of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlor drywell(BC). ,L 1 1 1 l l\ DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown•. �"1 V 1... SEQ. : El3 0112 8 4.No bad should be applied to any component until after all bracing and 4.5. a Installation of truss s is are uof the sed the responsibility iIn a non-corrosive contractor.nmant, fasteners are complete end at no time should any loads greater thanDesign TRANS ID: LINK design loads be applied to any component B. and are for"dry condition" nditiroti eA supports shown.shim or wed If 5.CompuTrus hes no control over end assumes no responsibility for the Designassumesbearinga ppa 9e EXPIRES: 12/31/2016 ry fabrication,design Is shipment and installation of components. 7.Design assumes adequate drainage Is provided. July 13,2015 8.This design Is furnished subJed to the limitations set forth by 8.Plates shag be located on both faces of truss,and placed so their center TPIIWFCA In SCSI,copies of which will be furnished upon request. lines coinGde with Joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Ina./CompuTrus Software 7.6.6(tL)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-6=(-253) 372 3-6=(-412) 239 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-437) 205 6-4=(-120) 97 WEBS: 2x4 KDDF STAND 3-9=( -80) 74 LOADING 4-5=( -7) 3 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -69/ 500V -36/ 105H 5.50" 0.80 KDDF ( 625) 8'- 10.3" -44/ 371V 0/ OH 5.50" 0.59 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacils11 g. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/I80 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX BC PANEL LL DEFL = -0.146" @ 4'- 5.1" Allowed = 0.358" 4-10 3-08-08 0-03-12 MAX BC PANEL TL DEFL = -0.220" @ 4'- 5.1" Allowed = 0.478" A 1 1 f f 1 MAX HORIZ. LL DEFL = -0.003" @ 8'- 4.8" 4.00 O ' MAX HORIZ. TL DEFL = 0.004" @ 8'- 4.8" M-1.5x3 Design conforms to main windforce-resisting 5 system and components and cladding criteria. Wind: 140 mph, h=l5ft, 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. M-1.5x3 3 0 0 1 m , 1 Arii 0 M-3x4 M-3x4 1 l 1 8-04-12 0-05-08 Y l l 1-00 8-10-04 • _.„..,i\,...0. P R OF4,6 • 89782PE _' JOB NAME : 5019-A POLYGON - E2 '`-f Scale: 0.5598 �" - //:2::-.7-2(''.---\ WARNINGS: GENERAL NOTES, unless otherwise noted: U _A. 1.Builder and erection contractor shosE be advised of all General Notes 1.This design is based only upon the parameters shown and la kr an Individual �,f ref OREGON ^N Truss: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper ea I(�% (�V 2.2o4 compression web bracing moat be mstaNetl where shown+, Incorporation of component is the responRbillty of Me building designer. ,ay L r 1/ Q 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the lop end bottom chords to be laterally braced at 7,('y 1 J Is the responsibility of the erector.Aoditbnal permanent bracing of 7 o.c,and at 10'o.c.respectively unless braced throughout their length by r 1 DATE: 7/13/2015 the overall structure is the res onsibM of the building designer. Zit Imp continuous sheathing such l bracings plywood required a nyrere s ownand/,r drywell(BC). BA }/a UL ` P Ng 3.2rlmpect bridging or lateral required waste shown+« Jr•� SEQ.: K 13 0112 9 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibiby of the respective contractor. fasteners era complete and at no time should any loads greater than 5.Design assumes trusses are to be used m a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are ry condition"of use. 5.CompuTrua has no control over andumes no responsibility for the 6.0:5195 assumes full bearing at SN supports shown.Salm or wedge if EXPIRES: 12/3112016 fabrication,handling,shipment and IrP lallalion of components. necessary.sigassumes 7.DesigneCedon drainage loprovided. JUIN/ 13,2015 8.This design Is furnished subject to me limitations set forth by 8.Plates straw be locates on both faces onraae,and placed so their center TPIMRCA In SCSI,copies of which Rill be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CorepuTrua Software 7.6.6(1 L)-E 10.For bask connector plate design values see ESR-1311,ESR-1988(MITA) This design prepared from computer input by PACIFIC LUMBER—BC ' LUMBER SPECIFICATIONS TRUSS SPAN 4'— 10.3" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci b. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 Design conforms to main windforce—resisting BC: 2x9 ROOF #1&BTR SPACED 29.0" O.C. system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20ft,Enclosed,TCOLCot.L=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL able end truss on continuous bearing wall UON. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. H—lx2 or equal typical at stud verticals. 12 Refer to CompuTrus gable end detail for 9.00 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP complete specifications. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3 —7 o LO , i ti f • 4 M-3x9 • l l y 1-00 4-10-04 ��,` O PRp ,os �tc�,�c �cN0�NE�9p�`, /89782PE JOB NAME : - 5019-A POLYGON - El /' -7. Scale: 0.8258 WARNINGS: GENERAL NOTES, unless otherwise noted. Ca / ion yr'r}(p i 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is Br an Individual "Q 1—lEGON (�~ Truss: El and Warnings before construction commences. building component.Applkebllily of design parameters and proper �a �lj riV 2.2x4compresabn web bracing must be in ata lid where shown ii. Incorporation of component le the responsibility of the building designer. ,.f1A VeA a•wY 1G V 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced al l iii- '7/`y' 'J is the responsibility of the erector.Additional permanent bracing of 2•o.c.and at 1 G o.c.reepectsply unless braced throughout their length by •, t DATE: 7/13/2015 the overall structure le the responsibility of the building designer, 2lmpe continuous sheathingbridging such lplywood required where s senand/•r drywall(BC). �./1 ` �y` 3.In Impart sttruss or lateral bracing where shown•a �"1 l.. SEQ. : K 13 0113 0 4.No load should be applied b any component until after all bracing and 4.Installation of truIs the responsibility o/the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design bade be applied b any component. and are for dry condition"of use. y� (�T r}/tj /�} i�+ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full Dearing slapsupportsshown.ShimorwedgeIt EXPIRES. 12/31/2©16 fabrication,handlin necessary. p,shipment and atbn of components. 7.Design assumes adequate drainage is provided. Jul 13,2015 8.This design b furnished subject to the limitations set forth by 8.Plates Mall be located on both faces of truss.and placed so their center Y TPIMrtCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 10.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-93) 57 3-5=(-213) 156 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-89) 75 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. 000. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -77/ 928V -29/ 88H 5.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 10.3" -33/ 280V 0/ OH 5.50" 0.95 KDDF ( 625) M-1.504 or equal at non-structural vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIALI 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. • VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/160 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6-06-08 0-03-12 MAX TC PANEL LL DEFL = 0.128" @ 3'- 5.7" Allowed = 0.392" MAX TC PANEL TL DEFL = -0.169" @ 3'- 5.8" Allowed = 0.588" f f f 12 MAX HORIZ. LL DEFL = 0.000" @ 6'- 6.5" 4.00 " MAX HORIZ. TL DEFL = 0.000" @ 6'- 6.5" Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x3 Wind: 140 mph, h=20.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 4 -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, jl Truss designed for wind loads II in the plane of the truss only. m 0 r N o El I II rn o f 2 5 O M-3x4 M-1.5x3 1 1 1 6-06-08 0-03-12 1 1 1 1-00 6-10-04 ��''0 RRO,,to �r06, � G1NEp29 139782PE �- JOB NAME : 5019-A POLYGON - E3 6:-V/ Scale: 0.6053 / ^'"-' WARNINGS: GENERAL NOTES, unlessotherwbe noted: I „,,a+}� OR ((�� 40 1.Ruiner and erection contractor sho be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual �¢ r� EGQ N r.!:, �. Truss: E3 and Warnings before construction mences. building component.Applicability of design parameters and proper -(.y f• (V 4 2.254 compression web bracing must m Installed where shown 4. Incorporation of component is the responsibility of the bating designer. r9 �./r9 ` f 3.Additional temporary bracing to lnsuf stability during construction 2.Desigir 2's.c. assumes the top end sly an chords to be laterally braced al 77 '"1 `�' :d is the responsibility of the erector.Additional permanent bracing o1 2'o.c.and a1 o.c,rac sty unless braced throughout their length by DATE: 7/13/2015 the overall structure Is the res onsib Nof the building designer. continuousImp sheathinginsuchnl b plywood dreg where s ownand/4r tlrywell(BC). �./i ( �1� p 'ty g 3.25 Impact bridging or lateral bracing required Mown++ �"1 4.�. SEQ.: K1301131 4.No bad should be applied to any co{nponent until eller all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no fink.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 in any csedonent. and erofodry pondio of use. 5.CompuTrus has no control over and'iessumee no responsibility for the 8.Design salines full bearing at all supports shown.Shim or wedge if EXPIRES: VP 1 b j E S: 12/31/2016 t a7 r31/201 6 fabrication,handling, ryG/4f_iil C.r.7 [GIs] !GV ILJ edlsmenc to the'intonation of components. 8.Design shall b es adequateo both is truss, provided. July 1 3,2015 8.This design Is furnished subject to the limitations set forth by 8.Plata.Man be located on Dos faces onruaa,and placed as their caner TPI/WTCA in SCSI.copies of which isill be furnished upon request. linea coindde with Joint center lines. 9.Digits indicate size of plate in Inches. ATM(USA,Inc./CornpuTrus 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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -2) 43 5-6=(-163) 115 5-2=(-226) 171 BC: 2x4 RIDE #1&BTR SPACED 24.0" 0.C. 2-3=(-52) 49 2-6=(-134) 219 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 6-3=( -70) 32 LOADING TC LATERAL SUPPORT <= 12"OC. UON. 12 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <- 12"0C. UON. 4.00 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 POE' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -57/ 243V -59/ BOB 5.50" 0.39 KDDF ( 625) LL - 25 POE Ground Snow (Pg) 2'- 0.0" -67/ 111V 0/ OH 5.50" 0.18 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSP LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.001" @ 0'- 9.9" Allowed = 0.077" MAX TC PANEL TL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.116" M-1.5x3 MAX HORIZ. LL DEFL = -0.000" @ 1'- 6.5" 4 MAX HORIZ. TL DEFL = -0.000" @ 1'- 6.5" 3 Design conforms to main windforce-resisting M-3x4 I I system and components and cladding criteria. I I Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 2 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- load duration factor=1.6, 11111111 Truss designed for wind loads in the plane of the truss only. w 0 0 I up O N f SX�� M-1.5x3 M-3x4 �cl? P o1 y 1-00 y 2-00 y 89782PE JOB NAME : 5019-A POLYGON - E4 '� J3''--' Scale: 0.9828 �� : - WARNINGS: GENERAL NOTES, unless otherwise noted: 7�OREGON ykl - h 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 15' o R E GO V /.� Truss: E4 and Warnings before construction commences. building component.Applicability of design parameters and proper �..z� 1/ rP 2.2e4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 7 ^".,,�` [_j". .4 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et a l r {. Is the responsibility f the erector.Additional t bracing f 2'o.c.and et 10'o.c.respectively unless braced throughout their length by spons tyo permacen go continuous sheathing such asplywood sheaf hing(TC)andlordrywall(BC). A,4U� raNN DATE: 7/13/2015 the overall structure is the responsibility of the building designer. 3.28 Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until eller all brarang and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 13 0 113 2 fasteners are complete and at no time should any loads greater man 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.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/31/2016 necessary. . fabrication,handling,shipment and llationofcomponents. 7.Design assumes adequate drainage is provided. JUIy 13,2015 thelimitations 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces elms,and placed so their center TPIAN7CA In SCSI,copies of which will be furnished upon request. lines coincde with joint centerlines. 9.Digits indicate size of plate In Inches. MITek USA,Inc./CompoTfu6 Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 WEBS: 2x4 KDDF STAND 2-3=(-109) 91 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"0C. 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) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 993V -34/ IO1H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED GE E TO THE REQUIREMENTSAOF DI BCS2012 ANDNOT LIRCU20122 NOT BEINGAMET.L ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spaciilg. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-04 0-`03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 Design conforms to main windforce-resisting ', M-1.5x3 system and components and cladding criteria. 4 3 - Wind: 140 mph, h=15ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, II (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), II load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. I N 0 N M o IIS o M-3x4 M-1.5x3 1 l 8-02-04 0-03-12 y 1 l 1-00 8-06 ��9 O PROF C?NGa ti GtNF�9 w `‹. 89782PE JOB NAME : 5019-A POLYGON - P2 Scale: 0.5732 fN ' ,/ ��-�� _EE:. "'__ WARNINGS: GENERAL NOTES, unless otherwise noted'. 64447�9 ....... Truss P2 1.Builder and erection contractor should be advised of all General Notes I.This design is based only upon the parameters shown and is for an individual l OREGON hl� and Warnings before construction conlmencas. building component.Applicability of design parameters and proper V 2.294 compression web bracing must bei Instelktl 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 lop and bottom chords to be laterally braced al � � 1l '� �f Q la the responsibility of the erector.Additional permanent bracing of 2'o.c.and a110'o.c,respedNely unless braced throughout their length by �/y+ 7 `�j DATE: 7/13/2015 the overall structure Is the reaponalbal�of the building designer. continuous sheathing such as plywood shealhing(TEl and/or drywall(BC). " A U L \ 3.29 Impact bridging or lateral bracing required where shown•• SEQ.: Ki3 0113 3 4.No load should be applied to any component until after all bracing and 4.Installation or bass Is the responsibility of the respective contractor. fasteners are complete and at no time!should any bads greater than 5.Design assumes busses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry nnddlon°Muse. 5.CnmpuTrus has no control over and assumes no responsibility for the 8.Design assumes lull bearing MH supports shown.Shim or wedge it EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. necessary. q 8.This design is furnished subject to me limitations set forth by T.DesignlacehaaHbeelcateduoneothifaeio trusser d. July 13,2015 8.Plates be located both faces of boas,and placed so their center MAMMA in BCSI,copies of which will be furnished upon request. tinea coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 70.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 993V -34/ 101H 5.50" 0.79 KDDF ( 625) M-1.5x9 or equal at non-structural LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -91/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spec ir:g. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 9'- 3.7" Allowed = 0.508" 8-02-04 0-03-12 MAX TC PANEL TL DEFL = -0.975" @ 9'- 3.8" Allowed = 0.762" A 1 1' 1' MAX HORIZ. LL DEFL = 0.001" @ 8'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 I7 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 9 -/ 3 Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, mweRS(Dir), II load duration factor=1.6, II Truss designed for wind loads in the plane of the truss only. o , 0 N ti �! M /2 x M-3x4 M-1.5x3 i k l l 8-02-04 0-03-12 J• J. J. 1-00 8-06 4.\( PoFs_ 'NEE. qt r . ` 89782PE v • JOB NAME : 5019-A POLYGON - P1Scale: 0.5732 f�1��,.'` �� _...-,- WARNINGS: GENERAL NOTES, unless otherwise noted: (J h(0 1.Builder and erection contractor should be advised o/all General Notes 1.This design Is based only upon the parameters shown and Is for en Individual J4, OREGON fs„�, Truss: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper //� ( �, 2.7x4 compression web bracing must be Installed where shown v. Incorporation of component b the responsibility of the building designer. �,sy� l/A x., G V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end Sodom chords to be lateralry braced at 77 ''1�+�' �,7 2' and a1 70'o.c.respectively unless braced throughout their length byii Is the responsibility of the erector.Additional permanent bracing of continetre uous sheathing such as plywood eheet whereC)and/or drywall(SC). r".14 U 4 \ DATE: 7/13/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required shown.. r'A {... SEQ.: K 13 0113 4 4.No load should be applied to any component until atter ell bracing end 4.Installation of truss Is the responsibily of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes busses are to be used In e noncorrosive environment, TRANS ID' LINK design bads be applied to anycomponent. and are for'dry condition'of use. 5.CompuTrua has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If EXPIRES: 12/3112016 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. July 13,2015 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both/aces of truss,and placed so their center TPIANTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E /0.For basic connector plate design values see ESR-1311,ESR-1988(Mack)