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Plans (407) ov5-T 74-700-z-, / /5263 MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-409_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R46042121 thru R46042159 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. \<<„ii‘tia PR°Fes_ 4.4./ �NGiNEFR /0-37 83640PE <' y OREGON .� 0it/& Y 12 `LQ�C? 0 S.ON 0 Di. ture EXPIRATIONI,-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46042121 PL15-409_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:37:57 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l oa5Q8ukLNinOC8HaPgOikYeyjkzbugDS4LsANFyCcwu 1-0-0 1.15x3 II 1 3x4= 5 2 Scale=1:13.2 a 4 •—_I, 4 pp 3 1.5x3 II 3x4= 1-3-0 1-3-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 e"' 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/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=10,1-2-100 Concentrated Loads(Ib) Vert:5=-277(F) \ AG PR EF- s,�2 ‘4.1 9 $ e40PE t` I OP y ORE +N C1,y,R C/4Fi Y i2 OAC? SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design void 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 '.MfTek_ - • is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSI-89 and Bal 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 R46042122 PL15-409_UPPER F02 FLOOR GIRDER 1 1 Job Reference(ootionah __ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCd 11-C9mYmwmDgd9b3b094yZPM BF WEyvT570umJ5q_ayCcwr 0-1-8 H�a� P-B-01 F 1-2-0 110-8-71/ 1-2-0 1 P-11-13A Scale=1:41.4 4x6 II 3x6 FP= 3x6 FP= 1.5x3 =5x8 II 5x6 I I 4x6 I I 5x6 II 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 o e J�, L �J ,J 4. 42 L.1 i //////', m /►, L L LJ l.'`\````H -_ m/G. J \.Y\; \ / \ \ \ el a [ bl I� 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 I I 6x8=3x6 FP= 5x6 I I 5x6 I I 3x6 FP=5x6 11 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-7 I 10-6-7 l-1-71 I 23-8-4 10-6-7 7-0 11-11-13 0-7-0 Plate Offsets(X,Y)- 133:0-3-0,0-0-01,135:0-3-0,Edge1,[41:0-1-8,0-0-81,142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0,30 34 >944 360 BCLL 0.0 Rep Stress!nor NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1738/0-5-8,26=1460/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2053/0,3-4=-2053/0,4-5=-3815/0,5-6=3815/0,6-7=-5351/0,7-8=-5351/0, 8-9=-5351/0,9-10=6071/0,10-11=6071/0,11-12=5955/0,12-13=5955/0, 13-14=5690/0,14-15=5690/0,15-16=5173/0,16-17=5173/0,17-18=4311/0, 18-19=4311/0,19-20=4311/0,20-21=3119/0,21-22=3119/0,22-23=-1699/0, 23-24=1699/0 BOT CHORD 40-41=0/1093,39-40=0/2964,38-39=0/4611,37-38=0/4611,36-37=0/6017,35-36=0/6071, 34-35=0/6071,33-34=0/5955,32-33=0/5955,31-32=0/5465,30-31=0/4823, 29-30=0/3745,28-29=0/3745,27-28=0/2439,26-27=0/907 WEBS 2-41=2001/0,2-40=0/1849,4-40=1756/0,4-39=0/1640,11-34=271/0,24-26=1677/0, 24-27=0/1527,22-27=1426/0,22-28=0/1309,20-28=-1207/0,6-39=1535/0, 6-37=0/1425,9-37=1354/0,9-36=0/257,20-30=0/1091,17-30=986/0,17-31=0/674, 15-31=563/0,15-32=0/434,13-32=494/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. ..((.5k0 � c) PRQF `SS 3)Refer to girder(s)for truss to truss connections. Q. - 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �Gj �1\O I NE' - %, of bearing surface. ,y 29 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 Q 8 40 P E be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. OP 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-6-0,and 177 lb down at 16-0-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 92 ORE 0� OHO LOAD CASE(S) Standard Oy Uq RY'12-2 �� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 tooN Q Uniform Loads(plf) SOO Vert:26-41=-8,1-25=80 Digital Signature Concentrated Loads(Ib) 9 9 Vert:9=-965(B)17=-177(B) ( EXPIRATION DATE: 12-31-16 }) December 4,2015 I _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not '. a truss system.Before use,the bulding designer must verify the applicability of design parameters and property incorporate this design into the overall 111111 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/rP11'Deafly Criteria,DSB-89 and ICSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042123 PL15-409_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 MiTekindustries,Inc.Thu Dec 03 14:38:00 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-C9mYmwmDgd9b3b094yZPMBFWNyzd53OumJ50LayCcwr I 1-7-0 I I 1-9-0 Scale=1:17.8 6x6= 3x6 II 3x6 I I 3x6 II 3x6 II 3x6 I I 1 11 2 3 4 12 5 13 6 dc C'35 N \e e OP�� --.3 Ia 10 9 8 6x6= 5x6 II 3x6 II 6x6 I 9-40 I 9-40 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=1033/0,1-11=770/0,2-11=-770/0,2-3=-770/0,3-4=-1123/0,4-12=1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=1068/0,5-8=0/476,4-8=311/0,3-9=-463/0,2-9=417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:7-10=10,1-6=100 ��00 PR OFFS Concentrated Loads(lb) �'� GINE- S, Vert:4=132(F)3=132(F)2=-132(F)11=276(F)12=132(F)13=132(F) ��� �N FR o29 `t $ .40PE r r -7 OR SON ,O O o/r, RY 12:OAC? O SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 4 I r.� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Desigrrvalid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - 11111 -a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall - building:design.'Bracing indicated 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 ANSI/TPI1 Qualify 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 I Job Truss Truss Type Qty Ply POLYGON PL15409_UPPER F04 FLOOR GIRDER 2 1 R46042124 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:01 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hLKw GnrRwHShlbLeg4eu0ogeLBXgTc2?zgNWlyCcwq 1 1-10-4 I I 1-9-0 1 0-48 Scale=1:41.4 4x6 II 3x6 FP= 336 FP= 1.5x3 = 5x6 II 4x6 II 5x6 II 1.5x3 = 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 2. \ ___.- /w\f/w.\._'-../.\?.."./w\--.f./N . .„_ (44 B � 'm' e a ' e 26 25 24 23 22 21 20 19 18 17 2x4 II 5x8= 4x6= 3x6 FP= 3x5= 3x5= 4x8= 3x4 = 1.5x4 SP=- I I 23-11-12 23-11-12 1 Plate Offsets(X,V)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-25=1055/0,1-2=-1080/0,2-28=-1080/0,3-28=-1080/0,3-4=2500/0,4-5=2500/0, 5-6=-2500/0,6-7=-3276/0,7-8=3276/0,8-9=-3416/0,9-10=3416/0,10-11=2918/0, 11-12=-2918/0,12-13=-2918/0,13-14=1785/0,14-15=1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=1373/0,15-18=0/1151,13-18=894/0,13-19=0/709,10-19=-438/0,10-20=0/266, 6-21=0/461,6-23=-637/0,3-23=0/904,3-24=-1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �(��Q P R OFfi�+s LOAD CASE(S) Standard ��5 �N�'(N rFq io 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �� .40PE 29f Uniform Loads(plf) Vert:17-25=-8,1-16=80 Concentrated Loads(lb) / Vert:28=20(B) Or p - ORE I. , e.. o C , &A7RY122 0. 00 SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 8 I N int ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M&7473 rev.10/032015 BEFORE USE. Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 - - - N iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the eV. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI7 Quality CrHeria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sale 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042125 PL15-409 UPPER F05 FLOOR GIRDER 1 1 Job Reference(options) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 Wel,Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c531 W t9S8dZANgLpvM EnZkyCdl1-9XuJBcoU C EPJJvAYC N btRcLt6IgkZ4TBEdax3TyCWwp 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 1 0 4 3 1.5x3 II 3x4= I 1-5-12 I 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 BCLL0.0 Rep Stress Inc( NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <r- PROFF6's 'Ls› . tNG)NE9 `p9 8 '40PE r 01 i y ORE fir N15)O °y(3° sooty Digital Signature 1 EXPIRATION DATE: 12-31-16 ) December 4,2015 i N I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. q Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the design into the overall - - building design:Bracing indicated is to prevent buckling of individual.truss web and/or chord members only.Additional temporary and permanent tracing '- ' 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 buss systems,see ANSI/TPII Quality Criteria,D53-89 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 R46042126 PL15-409_UPPER F06 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:02 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZky Cd I1-9XuJ BcoU C EPJ JvAYC NbtR cLr7laiZzZBEdax3TyCcwp 0-1-8 H I 2-1-12 1 2-6-0 I Scale=1:35.5 1.5x3 I I 1.5x3 = 1.5x3 = 3x5= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x6 FP=1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 1 N. °- e a 18 g •,, .ISN. 7 'Ns_ - a 7 444N- 0 a or 17 ' a ' 16 15 14 13 12 11 3x4= 3x6= 3x6 FP= 3x5= 3x6= 3x4 = I 20-4-12 20-4-12 1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.12 13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.39 Vert(TL) -0.20 13-15 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:101 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=886/0-2-12,16=886/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1750/0,3_4=-1750/0,4-5=2406/0,5-6=2406/0,6-7=1835/0,7-8=1835/0,8-9=1835/0 BOT CHORD 15-16=0/945,14-15=0/2219,13-14=0/2219,12-13=0/2262,11-12=0/1076 WEBS 9-11=1334/0,9-12=0/940,6-12=-529/0,4-15=-581/0,2-15=0/998,2-16=-1240/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. <�- 13 PRO4ss c; OA 5 GINEF �C? 2 �� �OPE 9f 9 ORE'N ,.� ° ��q�Y j2 `Z� C? OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. N Design valid for use only with Mick®connectors.This design is based only upon parameters:shown,and is for an individual building component,not e a truss system.Before use,thebulding designer must verify the applicability of design parameters and properly incorporate this design into the overall ���B 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 properly damage. For general guidance regarding the .7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quaint/Criteria,DSB-89 and BCSI Building Component Safety Informaton available from Truss Plate Institute,218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. -Curie 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042127 PL15.409_UPPER F07 GABLE 1 1 Job Reference factional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:03 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZky Cd I1-dkShOyo6zYXAx3I km576zpt2v90_IXC KSHJUbvy Ccwo D-ia Scale=1:39.4 3x6 FP-=- 1 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 = 9 = _ _ - - - - - 6 42 d II N tp e - - - 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 I 2-8-0 l 4-0-0 l 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 l 12-0-0 1 13-4-0 l 14-8-0 16-0-0 17-4-0 18-8-0 _0-W _1-4-0 __-8-0 11-1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc: YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-11-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ,��ED PR pFF,..ko �c\� �N9 GIN /0_, 8 .40PE c e -7 dr ORE d ,.o 0 C�,S•1 Lq RY 12- OAC? o sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 a a out ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 m1,10/03,2015 BEFORE USE. Design valid for use only with M7ekm 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 theoverall i - 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/r%1 Quality Crtleda,DS6-89 and SCSI BuBding Component Suite 109 Safety InormaBon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Citrus Heights.CA 95610 I Job Truss Truss Type Qty Ply POLYGON R46042128 PL15-409_UPPER F08 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:04 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-5w03clpkkrfl YDKwJoeLW1 QDgZMV1xCUhx327LyCcwn 2-0-0 I 018.9 11-2-12 1pry8 Scale=1:42.9 3x6 = 3x4 I I 3x4= 3x4 = 354 = 3x4= 3x6 FP= 3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 ee 9 e e c c t I 9 / /4111/164k. a 26 / o a / \ d srt .41/&\ 3 N 14, ♦♦ ♦ ♦ ♦ ♦ ♦ ♦ ♦♦ ♦ ♦ ♦ ♦ iil ♦ ♦♦ ♦ ♦ a 25 24 23 22 21 20 19 18 17 16 3x6= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5 = 4x6 = 3x4 = I 23-6-12 23�d 252 0 23-6-120-1�8 1-5-12 I Plate Offsets(X,Y)— f1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) 0.00 18 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.02 23-24 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.24 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:138 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 23-8-4. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)18 Max Gray All reactions 250 lb or less at joint(s)24 except 17=768(LC 1),17=768(LC 1),23=392(LC 3), 21=364(LC 3),20=363(LC 3),19=361(LC 3),18=296(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-25=-377/0,25-26=-377/0,15-26=-377/0,13-14=0/286 BOT CHORD 16-17=286/0 WEBS 14-17=579/0,14-16=0/474 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 24-11-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). `(c,?, 0 PR Ope, LOAD CASE(S) Standard ��Gj °NGINEF9 ) 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 2 Uniform Loads(plf) Vert:16-24=-8,1-14=80,1415=180(F-100) 8 �4QPE �<' Concentrated Loads(Ib) Vert:15=272(F) 0 of - ORE . r 400 o 0y-vGgRY i2,-0 �0, �o SOON O Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 6 a._ WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. aa mmirel Design valid for use only with MTekm 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 theapplicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss-web rind/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 MiTek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/1111 Quality Criteria,DSB-89 and SCSI Building Component' 7777 Greenback Lane Safety InformBo an available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042129 PL15-409_UPPER F09 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:052015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd 11-Z6aRpdgMV9ntAMv7t W9a2 EzPgzhTm RidwbobfoyC kwm OrM Scale=1:14.0 1 2 3 4 5 6 7 III 111 0 d o c' N II 1 1 1 o f 14 13 12 11 10 9 8 1-4-02-8-0 I 4-0-0 l 5-4-0 I 6-8-0 l 7-4-0 I 1-4-0 1-4-0 1-40 1-4-0 1-4-0 0-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 BOLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:38 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 7-4-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)14,8,13,12,11,10,9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. -\`<--``�a PRoress ��\� ��G)N�FR i�29 8 .40PE r ,,.4� y OR SON Lo^Q� OA/4em RY j,a 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 MITEK REFERANCE PAGE MII-7473 rev.10/03/2010 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall- '���,. building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.-Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the _7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fP11 Qualify 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 I Truss Type City Ply POLYGON R46042130 PL15-409_UPPER F10 I GABLE 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTTek Industries,Inc.Thu Dec 03 14:38:05 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyed11-Z6aRpdgMV9ntAMv7tW9a2EzPfzhSmRhdwbobfoyCLwm OM 1 2 3 4 5 6 Scale=1:12.8 ff— __ _ J e 14 C N > r . e e 13 12 11 10 9 8 7 1-4-0 i 2-8-0 1 -4-0 I 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:33 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(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. •��ED PROi c ��yGI NEER QO2 8 .40PE of OP "--9.,,,.OREN *b 0y �gRY j2-•`L��C� �° SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 I Nut A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED'NITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.,Thisdesign is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the but ding designermust 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/TPIl Quality Criteria,05ICU-89 and ICBuilding Component 7777 Greenback Lane Safely Intormafion 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 R46042131 PL15-409_UPPER F11 Floor 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:06 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-1J8plzr GTvkoWTJRDgpbSVYXMxCVmGn9FY8CEyCcw1 0-1-8 H I 1-8-12 1 1 1-6-8 1 2-0-0 I Scale=1:38.0 3x4= 3x4 = 3x4 II 4x4 = 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 Iig g g a . 21,412 e 2o / N d a o N. N a / X /010" X • e e ae a a 21 20 19 18 17 16 15 14 3x6= 3x6 FP= 3x5= 3x5= 3x6= 3x4= 4x6 = 1 1-11-12 2-11-0 22-4-12 I 1-11-12 0.4-8 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.12 16-17 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.19 16-17 >999 360 BCLL 0.0 Rep Stress lncr NO WB 0.52 Horz(TL) 0.05 14 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:18-20. REACTIONS. (lb/size) 14=856/0-2-12,20=1364/0-5-8 Max Gray 14=880(LC 4),20=1364(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/346,2-3=0/345,3-4=1381/0,4-5=-1381/0,5-6=-2237/0,6-7=2237/0,7-8=2294/0,8-9=-2294/0, 9-10=2294/0,10-11=1556/0,11-12=1556/0 BOT CHORD 19-20=138/646,18-19=-138/646,17-18=0/1900,16-17=0/2357,15-16=0/2017,14-15=0/881 WEBS 1-20=-484/0,12-14=-1191/0,12-15=0/912,10-15=-623/0,10-16=0/374,5-17=0/492,5-18=-737/0,3-18=0/1034, 3-20=-1116/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)14. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �¢�Q P R OFF LOAD CASE(S) Standard �, ' tica NGI NEFq `r742 I 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 tV y Uniform Loads(plf) C .40PE f Vert:14-21=-8,1-13=80 Concentrated Loads(lb) � Vert:1=-272(F) 9A.OREG .. C.;ey & RY i 2• u �0. OO SOOt O Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 N Nur ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. ' Design valid for use only with MiTekm 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 applicabi ty 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 members only.Additional temporary and permanent bracing - 'Tek ,, . `` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Informallon available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria.VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F12 FLOOR GIRDER 1 1 R46042132 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:07 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-VVhCEJrc1 m1 bPg2V?wB28f2lEmKXEJawNvHikgyCcwk 0-1-8 � HI 1-2-12 1 Fy 8.41 2-0-0 1 Scale=1:43.4 1.5x3 = 3x6 FP= 3x6 FP= 1.5x3 = 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 /wNiaiii z.NH/AN- :I: .\I/ \s. „„/"./ N ./...°' NH i 26 a _...1.1 - e e 25 24 23 22 21 20 19 18 17 1.5x3 II 4x6= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x4 = 1 1-5-12 1-714 25-2-0 1-5-12 0-4-8 23-6-12 I Plate Offsets(X,Y)- 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) -0.09 20 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.22 Vert(TL) -0.15 19-20 >999 360 BCLL 0.0 Rep Stress Ina" NO WB 0.14 Horz(TL) 0.04 17 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:167 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:24-25,23-24. REACTIONS. (lb/size) 17=622/Mechanical,24=2401/0-5-8 Max Gray 17=640(LC 4),24=2401(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/297,2-3=0/293,3-4=-839/24,4-5=-839/24,5-6=1707/0,6-7=-1707/0, 7-8=1707/0,8-9=-2057/0,9-10=-2057/0,10-11=-1891/0,11-12=1891/0, 12-13=-1891/0,13-14=1210/0,14-15=-1210/0 BOT CHORD 22-23=0/1327,21-22=0/1327,20-21=0/1933,19-20=0/2024,18-19=0/1603,17-18=0/668 WEBS 2-24=-1393/0,1-24=-465/0,15-17=890/0,15-18=0/720,13-18=-524/0,13-19=0/382, 8-210-029/0,5-21=0/530,5-23=678/0,3-23=0/857,3-24=-709/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-1-8,and 1230 lb ��cl D PR OFFss down at 1-8-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �?\CO ‘AGINE- ,,., 4 i LOAD CASE(S) Standard �� >640 P E 29 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:17-25=-5,1-2=-150(F=-100),2-16=-50111, P Concentrated Loads(Ib) Vert:1=272(F)2= v 1230(F) -vORE r1 t.� O'y��'l RY j2•`Z� C? OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 t .� e . ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/1-7473 rev.10/032015 BEFORE USE. El 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,thebulding 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 individualtrussweb 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/SP11 Quality Criteria,DSB-89 and ICS!Building Component 7777 Greenback Lane Safely lnformalon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042133 PL15-409_UPPER F13 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-zhFaSfsEEnt499S1gdYeiHgtbubAh4zno3c21FG7yCcwj I 0-0d 4)M-1 1-2-0 I I 0-8 7 4x4--I 1-2-0 1 1 0.6-1 I t-1 1 2 3 4 5 4x4 = 6 Scale=1:12.9 ° ° \113 ; 4x4 = 3 . 12 11 10 9 8 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edael,14:0-1-8,Edoel,15:0-1-8,Edge1,17:Edae,0-1-81,r10:0-1-8,Edael,112:Edge,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (lac) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-4 oc purlins, except BOT CHORD 2x4 DF No.l&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. �a PROFF. ��\�� �NGiNEF9 So � t .40PE r-" ave i y OREoder o CY &g RY-12.•O\C? b SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 r<: ®WARNING-Verrty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE1.111-7473 rev.10/03/2015 BEFORE USE. NIL° Design valid for use only with M7ekm 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 ofindividual 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/TPII Qualify Criteria,058-89 and 6CSt Building Component Suke 109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F15 FLOOR 1 1 846042134 Job Reference(optional) _ Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:08 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-zhFaSfsEn49S1 gdiYeiHgtbskAfKzIQ3cZ1 FG7yCcwj 1 0-0-4 1 1 1-2-0 I I 0-8-7 I I 1-2-0 I I 1-5-1 1 2-6-0 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 _ _` / .. 4 4 N b^ e O e e e 13 A 12 11 10 9 3x4= 1.5x3 II 1.5x3 II 4x4= 8 4x4= 3x4= I 2-10-11 1 3-5-11 1 4-0-11 1 6-2-12 I 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— f2:0-1-8,Edgel,13:0-1-8,Edgel,[9:0-1-8,Edgel,f10:0-1-8,Edgel,f13:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) l/defl 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 Ina 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 puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-380/0,4-5=-380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 4-10=-262/0,2-13=620/0,3-10=0/446,6-8=-437/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �E� PR oF-6"- c3 �- s 5 NGINEFs/ �� � i50 Q 8 .40 P E �r- -v OR �N �� 0xyOGgRY 12 ,\-\ O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 WARNING-Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M/47473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with Web®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate this design into the overall T building design.Bracingindicated u to prevent buckling:of individual truss web and/or chard members only.Additional temporary and permanent bracing ,'MiTek' -- - _ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n, - fabrication,storage,delivery,erection and bracing of trusses and truss systems.see _ANSI/TPI1 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042135 PL15409_UPPER F16 FLOOR 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:09 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-Supyf?ttY0HJf Cu6LDWD472uaxoi5cDrDmopZyCcwi 0-1-8 HI 1-2-12 I P-841 2-0-0 1 Scale=1:42.8 4x5= 3x4= 3x4 II 3\IFx4= 3x4= 3x4= 3x6 FP=3x4= 4x4= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 ,s1r, ze .1„ \ /t.A x. d d / N ;li/ 2E. leit 24 23 22 21 20 19 18 17 16 4x6= 4x6= 3x6 FP= 3x5= 3x5 = 3x5= 4x6= 3x4= 1 1-5-12 1-7T4 23-6r 2 1-5-12 0-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.21 19 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.33 18-19 >867 360 BCLL 0.0 Rep Stress Inc( NO WB 0.68 Horz(TL) 0.07 16 n/a n/a Weight:136 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:22-23. REACTIONS. (lb/size) 16=1013/Mechanical,23=1450/0-5-8 Max Gray 16=1028(LC 4),23=1450(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=1350/0,4-5=1350/0,5-6=2679/0,6-7=2679/0,7-8=-3209/0,8-9=-3209/0,9-10=-2943/0,10-11=2943/0, 11-12=2943/0,12-13=1881/0,13-14=1881/0 BOT CHORD 22-23=-123/379,21-22=0/2105,20-21=0/2105,19-20=0/3036,18-19=0/3168,17-18=0/2504,16-17=0/1043 WEBS 14-16=1410/0,14-17=0/1132,12-17=842/0,12-18=0/593,9-18=-304/0,7-19=0/256,7-20=-504/0,5-20=0/797, 5-22=-1042/0.1-23=-399/0,3-22=0/1335,3-23=1100/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. • 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)272 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. <<-1-s (.5%-,P R OF� 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard —N. ...,.. '9 cS/O9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) 8 .4OPE c" Vert:16-24=-8,1-15=80 Concentrated Loads(Ib) Vert:1=-272(F) i 9 OR SON Lodes OA/r, RY 12-' \4 00SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f —ar 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 MiTeke connectors.This design is based only upon parameters shown,and s 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 isto-prevent buckling of individualtrussweb and/or chord members-only.Additional temporary and permanent bracing -'1Y1ilQk -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/1711 Quality Crderla,DSI-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042136 PL15-409_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 14:38:10 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-w4NKsLuVJhPAG8n4g31111gDD_HHRXbM3tWML?yCcwh 6-7-4i 2-6-0 Q le Scale=1:40.7 4x6= 3x4= 3x4= 3x4 = 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 i, e 9 0 _ e ❑ _ e_ o 7 a 21 a N a N N . a e e o 20 All 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4= I a1 f8 23-11-12 0--8 23-10-4 Plate Offsets(X,Y)— I19:Edae,0-1-81 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. <(,EO PROpFss 7•5 NGINEE9 /Y 2 c" 8 .40PE mac' i PP "--57,,.ORE oN r.� 1 tipRY O� CI O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must..verifythe applicability of design parameters and property incorporate this design into the overall ■� building design.Bracing indicated a fo prevent buckling of-individual truss web and/or chord members only.Additional temporary and permanent bracing -- MiTe >- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,051-69 and SCSI Building Component ` Safety Information available from Truss Plate Institute.218 N.Lee Sheet,Suite 312 Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R48042137 PL15-409_UPPER F18 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:11 2015 Page 1 ID:c53KNt9S8dZANgLpvMEn2kyCd11-0Gxi4hu74?X1 uHMGEmG_IVDO3NciA_iWIXFvtSyCcwg 0-1-8 tt 13 2-6-0 Scale=1:40.1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 20 M` V.NN V 'INN's%-7 %Ns.% 7-NN-s B'I ea coil 19 18 17 16 15 14 13 6x6= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-8.0 I 23-8-0 Plate Offsets(X,Y)— f19:Edge,0-1-81,119:0-1-8.0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Incl YES WB 0.77 Horz(TL) 0.07 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=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1461/0,3-4=-1461/0,4-5=2950/0,5-6=2950/0,6-7=-3206/0,7-8=3206/0,8-9=2235/0,9-10=2235/0, 10-11=2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=1581/0,11-14=0/1188,8-14=-777/0,8-15=0/426,6-16=333/0,4-16=0/750,4-18=-1095/0,2-18=0/1511, 2-19=-1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. �� : r640PE 9r dr 9 dr p ORE O cy„, Fiy j 2- O,�C? O SOON Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit R Design valid for use only with MTekm connectors.This design is based only upon parameters shown.and Is for an individual building component,not a'truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall - - building design..Bracing indicated is to prevent 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/Dill Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F19 FLOOR GIRDER 2 1 R46042138 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek industries,Inc.Thu Dec 03 14:3812 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-sSV5H 1 vlrJfuWRxTnUnDrjlbsn27vZNtXB?TPuyCcwt 0-1-8 H I 1-8-12 I I 2-2-0 1 2-6-0 I Scale=1:38.5 1.5x3 = 3x6 FP= 3x6 FP=- 1.5x3 1.5x3 = 5x6 II 4x6 II 1 2 3 4 5 6 7 8 9 10 11 12 _.,„„Ni.._ Y olita '� - e a a - N . 4 20 e e m - e I� ler 19 18 17 16 15 14 13 1.5x3 II 3x6 FP= 3x8= 3x5= 3x4 = 1 1-11-12 2-1/4 22-412 1-11-12 0-i-8 20-3-8 Plate Offsets(X,Y)— 11:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.12 Vert(LL) -0.05 15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.09 15-16 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.23 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:143 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 6-0-0 oc bracing. REACTIONS. (lb/size) 13=811/0-5-8,18=3148/0-5-8 Max Horz 13-1594(LC 4),18=1594(LC 4) Max Gray 13=868(LC 4),18=3148(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/829,2-3=0/828,3-0=1649/154,4-5=1649/154,5-6=1649/154,6-7=-2380/0, 7-8=-2380/0,8-9=-1842/0,9-10=-1842/0,10-11=-1842/0 BOT CHORD 17-18=1035/0,16-17=1035/0,15-16=0/575,14-15=0/749,13-14=501/163 WEBS 2-18=-1533/0,1-18=-1113/0,11-13=-1338/0,11-14=0/917,8-14=-519/1,6-15=0/360, 6-16=-731/0,3-16=0/1140,3-18=-1355/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. 3)Non Standard bearing condition. Review required. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)608 lb down at 0-1-8,and 1200 lb �� EQ P R OFR. F- down at 2-3-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. F 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��CO �NGI NEER /O LOAD CASE(S) Standard �<Cr 2•y 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 R1 0 P E f Uniform Loads(plf) hill/ 41. Vert:13-19=-8,1-2=-180(F-100),2-12=-80 Concentrated Loads(Ib) Vert:1=608(F)2=1200(F) dir 9 r ORE •N d 0 .IV,gRY12•Z��CI 00 SOON 1/4j Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 B i WARNING..Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM&7473 rev.10/03/2015 BEFORE USE, -- ' Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a.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/11.11 Qua81y Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lang Safely Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042139 PL15-409_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:12 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-sSV5H1 vIrJfu WRxTnUnDrjlcun45vcQfXB?TPuyCcwf Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 0P . L° d d N N e. ° r ° ° o- ° > r Fe- 20 20 19 18 17 16 15 14 13 12 11 11-4-8 11-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 11-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,Ep PR 0pA. �� G ' � 0Acd/0 � 8 .40PE f q�OR 'ON �N. Ce. °qRY 12? . 00 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.747i3 rev.10/03/2015 BEFORE USE. �- Design valid for use only with MTek®connectors.This design is based onityy upon parameters shown,and k for ah individual building component,not a truss system.Before use,the binding designer must verify the appfcability of design parameters and properly incorporate this design into the overall /�■T building design. Bracing indicated is to prevent buckling.of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 1ek* 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 buss systems,see ANSI/7111 Quaily Crileria,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 PL15409_UPPER F21 Floor 3 1 R46042140 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 I D:c53KNt9S8dZANgLpvM EnZkyCd I1-Kf3T VNwNccol7b WfLB I SNwlk1 BQZe3Vpm rkOyKyCcwe 1.5x I10-7-12 I 2-6-0 1 15x3 II 1 2 4x4= 3 Scale=1:13.0 J L N 5 4 4x4= 3x4= �1- 3-4-12 41-� 3-3-4 1 Plate Offsets(X,Y)— 15:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress lncr 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. <<-sz o PR of-e, .40PE -57r Ale or A ORE 411111" .� 02&qZ� 0y� 12• tJ � , SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MN Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not - - a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall T -- building design:-Bracing.indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing -:.... Mi Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the G fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T%1 Quail),Gamic,DS6-89 and BCSI Building Component - 7777 Greenback Lane Safety Informoion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042141 PL15409_UPPER F22 Floor 2 1 I Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:13 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-Kf3TVNwNccol7bWILBISNwIkeBNge npmrkOyKyCcwe l 1-3-12 1 2-6-0 Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 Nssst._ 7.0,_Nisosst_ z_Nisso... 0 o g d N C 1A4. 10 9 3x4 = 3x5 = 3x5= 3x4 = 14-3-12 I 0-1-8 14-2-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.35 Horz(TL) 0.02 8 n/a n/a 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 Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(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=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=-264/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3r)nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. OF tS, ���NGP s��24� $ :4:7 9f OPs y ORE 'N 6.. 04,, A RY Va 2 0 OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERABLE PAGE 510-7473 rev.10/03/2015 BEFORE USE. Mill... Design void for use only with Mitek®connectors.This design is based only upon parameters shown,and u for an individual building component,not a truss system.Before use,the bidding 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 ANS1/TP11 Quafly 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 R46042142 PL15-409_UPPER F23 Floor 7 1 Job Reference(optional) 1 Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:14 2015 Page 1 I ID:c53KNt9S8dZANgLpvMEnZkyCd11-ordriix?Nwwdl5rvvphw8rul bgwNOAy_VUZUmyCcwd ia��1 2-6-0 0. 8 Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 0 a 20 'r 'S a o e • o 0 19 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5 = 3x8 = 3x4=- I I 21.6-12 21-6-12 I Plate Offsets(X,Y)— f1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:110 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=949/0,1-2=-414/0,2-3=414/0,3-4=2170/0,4-5=-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. co- ‘GIN - . (.9- co- � �� :_•.40PE c— yOREGOr.� 01y��gRY i2. (15)0 �� SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. lel" Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability ofdesign parameters and property incorporate the design into the overall and/or design. Bracing indicated is to prevent buckling of individual truss webnd/or chord members only.Additional temporary and permanent bracing-- MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Qualify Criteria,DSI-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 City Ply POLYGON R46042143 PL15-409 UPPER F24 GABLE 1 1 - Job Reference I ptional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpVMEnZkyCdl1-G1ADw2yd8F2TNvf2TcKwSLN69?6p6zB5D9D7ODyCcwc 0t8 Scale=1:33.5 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 a 0 0 0 o 0 0 _0 a e _ e 5- 0 0 o e 38 g O d0 d N N 3 37 a d 0 0 0 0 0 a 0 e 0 a 0 o o f 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1 1-4-0 I 2-8-0 l 4-0-0 l 5-4-0 I 6-8-0 l 8-0-0 1 9-4-0 l 10-8-0 l 12-0-0 I 13-4-0 l 14-8-0 I 16-0-0 I 17-4-0 I 18-8-0 I 20-0-0 29-4-12 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 0-4-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina' YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:97 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 1 BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 20-4-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Uplift All uplift 100 lb or less at joint(s)19 Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,32,31,30,29,28,27,26,25,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. X0,0 P R OFF ss �<cr�\co- �NGjNE /4 /O2y 8 a40PE " OF y ORE •N r.. O Oh.00igRY 12 O\.4. sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 _ ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIi-7473 rev.10/03/2015 BEFORE USE. IIII£ Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the building designer must verify the applicability of design parameters.and properly incorporate this design into the overall , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing "' Mitek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,058-89 and SCSI SuudIng Component Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sate 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-409_UPPER F25 GABLE 1 1 846042144 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:15 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-G1ADw2yd8E2TNvf2TcKwSLN5L76k6zA5D9D70DyCcwc 0-148 Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 a a a a a a a o e a a a m a a a 0 o a 38 d N d N a e o o a o e e a o 0 0 - - x 2 /\nA 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= r 2-8-0 . r• - r •*..0 8-0-0 • -0 10-8-r -0-0 - r r 1. r • -4-0 1::s r r r 21-6- 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 (lac) 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/TPI2007 (Matrix) Weight 100 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. c��c'' G N Fq % 8 ,40PE 9I- 110 A 9 ORE • r 4111, a 0 -'&4RY1220�C? Op SOON O Digital Signature EXPIRATION DATE: 12-31-16 J 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. 1 Design valid for use only with MTekm connectors.This design is based only upon parameters shown,and is for an individual building component,not Mill. a truss system.Before use,the buildingdesigner must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design.Bracing indicated a to prevent buckling of individual truss web-and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/MilQuoBty Criteria,058-88 and SCSI Building Component 7777 Greenback Lane Safety Informatlon 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 R46042145 PL15-409_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 14:38:16 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-kEkb7OyGVXAK 3EE0Jr9?ZwDX0KOrFJFSpzgYfyCcwb 1 1-0-4 1 2-6-0 1 ads Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5=- 1 1 2 3 4 5 6 7 8 9 10 11 12 ,_ a a/ Nssia 21 Z. iNNN.Nsk-V NiNss% 7 Niss\N ee,"-'''SsNsi o It � 20 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 24-4-128 I 0-1r-8 24-3-4 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl 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 Ina YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (Ib/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=4045/0,2-18=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. ' (-N . PROFFss C . :-•640PE r 0 r y�ORE 1 O9 0 ,y UgRY12? \4 00SOONo 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-7173 rev..10/03/2015 BEFORE USE. s* Design valid for use only with MTekm 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 propertycorporate this design into the overall Wel( y ., building design. Bracing indicated is to prevent buckling of-individual truss weband/or chord members only.Additional temporary and permanent bracing.• i 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,DS11-89 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 R46042146 PL15-409_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 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-DQIzLkzugrlAcCpQa1 NOYmTQ9olBaprOgSiE55yCcwa 1-7-4 I 2-3-0 0.48 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 ~ 13 0 N11111111110 \11S11'- 0 N N °/ 'INN — D ,I- - 12 1' 10 go- 3x4= 3x5= 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=-958/0,5-6=-958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=-783/0,6-9=0/450,2-10=0/546,2-11=-697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3)CAUTION,Do not erect truss backwards. ���' PROPec, ,maN(,I N�FR...,- co /O 2 cc-41 � 8 ,i4OPE yr dir of 40 C3 y ORE • ;.. 0 '04RY12 V�0. 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 P WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M//-7477 rev.10/03/2015 BEFORE USE Design valid for use only with Mil-eke 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 properlyincorporate 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/TP1I Qu 7777 Greenback Lane a61y Criteria,DSI.89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042147 PL15-409 UPPER F28 FLOOR SUPPORTED GABL 24 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTSUooGatAOgSiE55yCcwa I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 N L •�❖�❖r�❖/►.• 1.5x3 II 3x4 F. pp 1-3-8 I 0-0'-3 1-3-8 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 ""` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)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. k� 8 a40PE of OP (---57,,,ORE +No,�o OyGq RY j2? �C? 00 SOONO Digital Signature EXPIRATION DATE:12-31-16 December 4,2015 e i ®WARNING-Verify design parameters and READ.NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. - Design valid for use only with WOOconnectors.This design is based only upon parameters shown,and is for an individual building component.not 1111 -, a truss system.Before use,the budding designer must verily 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.-Additionaltemporary. and permanent bracing • MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quaely Crteda,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 R46042148 PL15-409 UPPER F30 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:17 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-DQIzLkzugrlAcCpQa1 NOYmTS7ooLatAOgSiE55yCrwa 1.5x3 II 1 4x4= 2 Scale=1:13.3 E 4 3 1.5x3 II 4x4 = H 0-9-12 0-0.4 0-9-12 Plate Offsets(X,Y)— 11:Edge,0-1-81,13:Edge,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=38/0-10-0,3=38/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. NEER - �� :.>640PE 9r" Or- dir 57OORE >.� ji O0�'gRY 12•Q`J O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 + a A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wel*connectors.This design is based only upon parameters shown,and is for an individual building component,not •' a-truss system.Before use:the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing::.- - :- MiTek, - - is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7I1 Quarrly Crleria,051-89 and SCSI Bending Component 7777 Greenback Lane Safety Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042149 PL15-409_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 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1 EMOd8kud4_?dEC7VJKQYv6SndYyCcwZ I 1-0-8 1.5x3 II 1 3x4= 2 Scale=1:13.2 L 0 L Ili ❖•❖•❖•❖#a. 4 ••••••••�• 1.5x3 II 3x4= p 1-3-8 0-d-3 1-3-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=64/1-3-11,3=64/1-3-11,3=64/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. taOPROF << G ,t.Y � NF / c\ � 0� � y kc- 8 .40PE f 9 OREloNCN. 0y,&gRY i2- ON\ o sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mlrekt9 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before-use,-the.bulding designer must verifythe applicability of design parameters and property incorporate this design into the overall - {� building design.Bracing indicateis to prevent buckling of individual truss web and/or chord members only•Additional temporary and permanent bracing - -MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/r%1 Quality Criteria,051-89 and SCSI Building Component Suite 109 Safety InformaIon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 1 Job Truss Truss Type Qty Ply POLYGON R46042150 PL15-409_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 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1EMOdBkud4_?dLC7VJKuYv6SndYyCcwZ 1 2 3 4 Scale=1:13.0 — — L 4 - r . . . . 8 7 6 5 I 3-7 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina- YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(fiat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ot. 6...--, tiNG19 jNF /� 12- �40PE 9f ir y ORE 'OF � 0y-v�lRY 12• 2��' OO SOOX O Digital Signature EXPIRATION DATE: 12-31-16 • December 4,2015 I -- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MIF7473 rev.10/03/2015.BEFORE USE. ` Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not •atruss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall dI�B T budding design. Bracing indicated is to prevent buckling-of individual truss web and/or chord members only.Additional temporary and,permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qua*Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane • Safety Informaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042151 PL15-409_UPPER F33 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:18 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-hcsMY4_WR9Q1EMOd8kud4 ?cfC7RJKQYv6SndYyCcwZ I 1-4-0 1. x3 II 1 3x4= 2 Scale=1:13.2 N N • 1.5x3 II 3x4= 1-7-0 I 04.2 1-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC20121TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-7-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=80/1-7-2,3=80/1-7-2,3=80/1-7-2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4\((-. PR oFFS's �6\� �NG.iNEF6 u* 8�.40PE r y4_OR SON o+o Cay Uq RY 12 2 �� OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 �� I - AWARNING-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 MuTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss.system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall- e� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi eke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,001-89 and SCSI Building Component 7Suite 777 Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042152 PL15409_UPPER F34 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-9pQktQ?8CSYurWzpiSPsdBYoncTg2ngh8mBK9yCcwY 7x10 I I 1 2 Scale=1:13.3 I. 1 0 0 r a 4 3 7x10 II 0-74 1 0-0-2 0-7-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,14:Edge,0-1-81 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0 hE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-7-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=26/0-7-6,3=26/0-7-6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2 �� 8 .40PE 9r" C., . OR •N r. e. 0A,,0 / Y V2-•9, ° SOON O Digital Signature EXPIRATION DATE: 12-31-16 ) December 4,2015 4 I ma.... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE M0.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an individual building cornponent,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall - - building design. Bracing indicated is 4o prevent,buckling of individual inns web and/or chord members only.Additional temporary and permanent bracing - - Mitek - ,.. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,051-89 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 R46042153 PL15-409_UPPER F36 FLOOR SUPPORTED GABL 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 M7ek Industries,Inc.Thu Dec 03 14:38:19 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZkyC dl1-9PQkIQ?8C SYurWzpi S Psd BYntcTk2ngh8m BK9yCcwY I 1-1-4 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 N 1.5x3 II 3x4= FF 1-4-4 I 04-2 1-4-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/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 Ina- YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. • REACTIONS. (lb/size) 4=68/1-4-6,3=68/1-4-6,3=68/1-4-6 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)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. ��QED,, PRO FFss �,- �NG)N�F9 Wo .40PE c Or P -7111.A.ORES o 0 °y°°4soo o�c� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 1 4 N ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2005 BEFORE USE. Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not jj a truss system.Before use,the building designer must verily the applicability of design parameters and properly incorporate this design intothe overall -- building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1P11 Quality Criteria,DSB-89 and SCSI Building Component Suite 109 Safety Information available from Truss Plate Institute,218 N.Lee Street, MiT4�i . Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042154 PL15-409_UPPER F38 Floor Supported Gable 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmglTgY?F9w59P5zpOp_nDwrNQxuhQyCcwX I 1-0-0 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 - 4 N 1.5x3 II 3x4= I 1-30 I 1-3-0 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) 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 1BC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=62/1-3-0,3=62/1-3-0,3=62/1-3-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��5 �NGINEFR �O �� $,�40PE 9f VIP y ORE•N r.(2) �N SOON O Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 4 e WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010.112015 BEFORE USE. Design valid for use only with Mick®connectors.This design is based only upon parameters:shown.and is for an individual building component,not a.truss system.Before use,the building designer must verify the applicability.of.design parameters and property incorporate this design into the overall A.� p building design.Bracing indicated is to prevent buckling of individual truss web and/or chord^members:only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042155 PL15-409_UPPER F50 Floor Supported Gable 1 1 Job Reference(outionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:20 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmgITgY?F9w59P5yzOpunDwrNQxuhQyCcwX I 1-5-0 1.15x3 I I 1 3x4= 2 Scale=1:13.2 N N 4 SI 1.553 II 3x4= I 1-8-0 I 1-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl Lid 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 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 No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-8-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) • BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=85/1-8-0,3=85/1-8-0,3=85/1-8-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��-D�� �NG I EFR 6) k� 7. .40PE 9r r `IOOr RE +SZ) �h.OgRY i2- 20�Y' O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 f ar.— � ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with Mick®connectors.This design is based only upon parameters shown,and is for an m individual building coponent,not a.truss system.Before use,the butding designer must verity 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 Mi IT 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/TPII Quality Criteria,051.89 and ICSI Bonding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042156 PL15-409_UPPER F51 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 14:3820 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-d?_6zm?mzmglTgY?F9w59P5ziopznDwrNQxuhQyCcwX I 1-0-12 1.15x3 II 1 3x4= 2 Scale=1:13.2 0 G 0 c N ry 1.5x3 II 3x4= I 1-3-12 I 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 """"' 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-12 oc puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=65/1-3-12,3=65/1-3-12,3=65/1-3-12 FORCES. (lb)-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. ��4 o P R 5FFSII- 2 cf 8 .40 P E of All' ("v4,&0.11: E ON� .c) OyRY 1.02.N.12.. 2•Z�•�C? 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 l aeeer WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not imut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �16 building design. Bracing indicated is to prevent buckling.of individual truss web and/or chord members only.Additional:temporary and permanent bracing. MiTek' - is always required for stability and to prevent collapse with possible personal injury and property.damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil Quail/Criteria,DS8.89 and SCSI Building Component 7777 Greenback Lane Solely Informaiton 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 _ R46042157 PL15-409_UPPER F53 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 I D:c53KNt9S8dZAN gLpvM EnZkyCd I15BYUA60Ok4oc5g7BptRKicd80P9G WgA_b4gREsyCcwW 1.5x3 I I 1 4x4= 2 Scale=1:13.3 L . 0 N 4 3 1.5x3 II 4x4= I 0-11-0 I 0-11-0 Plate Offsets(X,V)- [1:Edae,0-1-81,13:Edoe,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-11-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=44/0-11-0,3=44/0-11-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. '`Ok PROFF0— 7GIN \ y ct 8 -40PE r' 41111"` f y 40 A.ORE rd O OCI 6,„�gRY 12 ,\-> O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 , WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERABLE PAGE MII-7473 rev.10/03/201S BEFORE USE. Al Pill Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individuallbuilding 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 budding design.Bracing indicated is to prevent bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing i MiT@k' 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/T111 Qualify Galeria,DSS-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 R46042158 PL15-409 UPPER F54 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Tress Co., Beaverton,Oregon 7.530 s Jul 11 2014 M Tek Industries,Inc.Thu Dec 03 14:3821 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-5BYUA600k4oc5g7BptRKicd8AP9H WgA_b4gREsyCcwW 1.5x3 II 1 4x4 = 2 Scale=1:13.3 ; \L. N 1 4 3 1.5x3 II 4x4= I a9.0 I 0-9-0 Plate Offsets(X,Y)— 11:Edge,0-1-81,f3:Edae,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=34/0-9-0,3=34/0-9-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. .(oED PR ores 4-c-- : r640PE yr e v ORE s. Oy2(iq RY 12 `i, CI OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 ..... 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.101032015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building desgnermust-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 chordmembers only.Additional temporary and permanent bracing MiTek' -is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Qualify Criteria,858-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312.Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042159 PL15-409_UPPER F55 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:21 2015 Page 1 D:c53 KNt9 S8cIZANg LpvM EnZkyCd 11-5BYUA600k4oc5g7 BptR KicdBj P9E WgA_b4gR EsyCcwW 1.5x3 II 1 3x4= 2 Scale=1:13.2 0 0 4 3 1.5x3 ll 3x4= 1-1-12 I 1-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 4=56/1-1-12,3=56/1-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. DPRD ��\� �NGiNEFR /p2-V 8 s40PE r i y ORE •No+.0 3,, RYji2 \O 00 SOON 0 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 A �� A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with 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 incorporatethis 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 properly damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and 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 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/4' Center plate on joint unless x,y (Drawings not to scale) offsets are indicated. I Damage or Personal Injury ram= Dimensions are in ft-in-sixteenths. 1140‘. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 0_x/16 2. Truss bracing must be designed by an engineer.For 61 I hi° widetrussspacing,individuallateral braces themselvespmayrequirebracing,oralternativeTorIMilirlUM Opbracing should beconsidered.�—� = O3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. For 4 x 2 orientation,locate c7-8 c6a cs6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-"U' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MITek 20/20 NUMBERS/LETTERS.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-131 1,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that 4 0! 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. 1 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. *M MO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only, 11 1,...-.-_-... 18.Use of green or treated lumber may pose unacceptable �— environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTeICANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek� MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 5019-B POLYGON ROOF DESIGN INFO The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: K1580947 thru K1581025 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. PRDFfis: 0AG,IN444 E ° 89782PE �f , OREGON Q4`" 17,9 ('4RY + �ti`s PA UL. ' 17EX I 2131 f20• . December 8,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 1.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. TC: 2x4 KDDF t16BTR LOAD DURATION INCREASE = 1.15 BC. 2x4 KDDF N1&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=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. 0-102 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. complete specifications. 7-06-12 7-06-12 T T T 12 12 I IM-9x9 Q 7.50 7.50 3 4 '11111111111411111 .111111:1111111 0 1 1 I 0 0 M-3x9 M-3x9 l l E� 1-00 y 15-01-08 1-0' < PROF 4'Ck INE ...65 444 I" 4 89782PE <' JOB NAME : 5019-B POLYGON - Al • Scale: 0.4916 WARNINGS: GENERAL NOTES, unless othenNse noted _a° OREGON 4 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual 17v �e Truss: Al and Warnings before construction commences. building component.Appibabtity of design parameters and proper /. Z J-a 2 2t4 compression web bracing must be Installed where shown+. Incorporetbn of component Is the responsibility of the budding designer. C7`�' A />r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be!Comity braced at a l i 1 _{`( Is the re siMllly of the erodor.Additional 1 bred f T o c and at 19 o.c.respeclNely unless braced throughout their length by L '- DATE: V. DATE: 12/8/2015 the overall structure is me responsibility of the building designer. 3.continuous Impact Wedging or lateral rrall bredng required tctre lhoand/or drywaW(BC). PA U �� SEQ. : K 15 8 0 9 9 7 4.No load should be applied to any component until after all bracing and 4.Installation of was la the responsibility of the respedNe Wntrador. fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non.00noave environment, TRANS I D• LINK design loads be applied to any component. and ars for"Dry condition.of use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes MI bearing at el Support Shawn.Shim or wedge If EXPIRES:: 12/31/2016 fabrication,handling,shipment and Installation of components. Design as 7.Detlgnaallbeeaoaadequate oth tonelo provided. December 8,2015 8.This design is furnished subject to the limitations set forth by S.Plates shah be located on both feces of truss,and placed so flash center TPIMTCA In BISI,copies of which will be furnished upon request. Anes coincide with Joint center tine 9.Digits Indicate Ste of plate In inches. MiTek USA.Inc./CompuTrus Software 7.6.6(1L)-E 10.For besic connector plate design values see ESR-1311,ESR-1908(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 15-01-08 GIRDER SUPPORTING 6-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1668) 297 1- 6=(-209) 1326 6- 2=( -26) 371 BC: 2x6 KDDF 919BTR 2- 3=(-1161) 253 6- 7=(-208) 1316 2- 7=(-992) 192 WEBS: 2x9 KDDF STAND LOADING 3- 4=(-1161) 253 7- 8=1-208) 1316 7- 3=(-208) 989 LL = 25 PSF Ground Snow (Pg) 4- 5=(-1668) 297 8- 5=(-209) 1326 7- 9=(-992) 192 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)- 69.0 PLF 0'- 0.0" TO 15'- 1.5" V 4- 8=( -25) 371 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 109.0 PLF 0'- 0.0" TO 15'- 1.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -229/ 1271V -100/ 100H 5.50" 2.03 ROOF ( 625) 15'- 1.5" -229/ 1270V 0/ OH 5.50" 2.03 ROOF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.026" @ 7'- 6.8" Allowed = 0.710" MAX TL CREEP DEFL = -0.053" @ 7'- 6.8" Allowed = 0.947" MAX HORIZ. LL DEFL = 0.009" @ 14'- 8.0" MAX HORIZ. TL DEFL = 0.015" @ 14'- 8.0" 7-06-12 7-06-12 T T '1 4-03-05 3-03-07 3-03-07 4-03-05 Design conforms to main windforce-resisting system and components and cladding criteria. f f f 12 12 Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 177 M-4x6 Q 7 50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 4 �„ load duration factor=1.6, 3 Truss designed for wind loads "� in the plane of the truss only. 11\ M-3x4 III M-3x4 Z 9 6111111116... ,,, ,o ti �sa ■ 01 la 17, o 1►� 6 7 8 = 5 0 0 M-3x4 M-1.5x3 M-3x8 M-1.5x3 M-3x4 0 l y 1 l l 4-01-09 3-05-03 3-05-03 4-01-09 J• 15-01-08 y .,�j� NG N �crrO,., 10 Z41 17 '1/4C- :9782PE r" JOB NAME : 5019-B POLYGON - A2 Scale: 0.3698 Pr WARNINGS: OThis design unless n hnvise paran parameters 97+ORE41 GON 1.Snidernar and erection contrador,tlsnouts be advised of all General Notes 1.buil design p ner&only upon the p ser parameters shown and proper top en btllvldual a'v Truss: A2 .ndwammaanaroreaanrru�nenwmmenaae. wntlm9romponeM.Apolcabenyoraaapnperam.laraad 2.2s4 wmpreplon web bredn9 must ba Instalbtl where shown v incorponibn of component lathe rasponsibitlly of the bugdleslgner G" F' Y r �� l?� 3.Additional temporary bracing to Insure stability during construction Z Design assumes the lop and bottom chords to ba Wendy braced al J +l�'C Is the reeponsiblllly or the erector.Additional permanent bracing of 2 o.c.and et 10 o.c.respectively cc sly a sea brecotl throughout their length by �(y� DATE: 12/8/2015 the overall structure is the re 20 re continuous sheathing such as plywood it sheathing(7C)and/or drywal(BC). Pen Li t ��� responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where drawn•4 y�'"5y L. SEQ.: K 15 8 0 9 4 8 4.No load should be applied to any component until ager all bracing and 4.Installation of trues Is the responsibility of the respectbe a bedor. fasteners are complete and at no time should any bads greater man 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. end are for"dry condition"of use. EXPIRES: 5.CompuTrus has no control over end aesumas no responsibility for the S.Desitin assumes MI beannp at all supports shown.Shim Sr wedge if EA P'n ES.. 12/31/2016 febnoellon,handling,shipment and Installation of components. 7.Design ceases adequate drainage is provided. December 8,2015 6.Title design is furnished subject to the limitations set forth by 8.Plates shag be located on both faces of Truss,end placed so then center 7PIANICA In SCSI,copies of which veil be furnished upon request. Anes coinolde with joint center lines. 9.Digits Indicate size of piste In Inches. MTek USA,Ino./Compu7Ns Software 7.6.6(11-E 10.For basic connector plate design values see ESR-7311,ESR-1988(MI7ek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-05-08 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; 20-05-08 GIRDER SUPPORTING 35-09-00 FROM 7-00-00 TO 20-00-00 1- 2=( 0) 60 2-10=(-1590) 6376 10- 3-) -978) 200 19- 8=( -816) 142 2x6 KDDF #16BTR T2, T9 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=) -7792) 1960 10-11=(-1598) 6394 3-11=( -360) 1150 8-15=(-4944) 1334 BC: 2x8 KDDF #16BTR 3- 4=( -8308) 2188 11-12=(-2650) 10190 11- 9=( -794) 3952 15- 9=(-2662) 10809 WEBS: 2x9 KDDF STAND; LOADING 4- 5=) -7088) 1896 12-13=(-2889) 11174 11- 5=(-4554) 1232 9-16=(-6658) 1659 2x9 KDDF #16BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=(-10450) 2790 13-14=(-2884) 11174 5-12=( -586) 2898 2x9 KDDF STUD B; TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" 5'- 7=) -9390) 2442 14-15=(-2506) 10196 12- 6=(-1066) 278 2x6 KDDF #2 C; TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 19'- 5.5" 7/- 8=(-11046) 2890 15-16=) -198) 779 13- 6=) -422) 2299 2x8 DF SS D TC UNIF LL) 50.0)+DL( 14.0)= 69.0 PLF 14'- 5.5" TO 20'- 5.5" 8'- 9=( -9980) 2360 6-19=)-2598) 758 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 5.5" V 7-14=(-1114) 4802 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 421.9)+DL( 286.9)= 708.8 PLF 7'- 0.0" TO 20'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 250.0)+DL( 70.0)- 320.0 LBS @ 14'- 5.5" 0'- 0.0" -1219/ 4930V -69/ 11411 5.50" 7.89 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR 20'- 5.5" -1852/ 7713V 0/ OH 5.50" 12.34 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 7 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" ( 2 ) complete trusses required. MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.125" @ 11'- 9.7" Allowed = 0.977" Join together 2 ply with 3"x.131 DIA GUN MAX TL CREEP DEFL = -0.252" @ 11'- 9.7" Allowed = 1.303" nails staggered at: � 9" oc in 1 rows) throughout 2x4 top chords, J 9" oc in 2 row(s) throughout 2c6 top chords, MAX HORIZ. LL DEFL = 0.030" @ 20'- 2.8" MAX HORIZ. TL DEFL = 0.049" @ 20'- 2.8" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, \^/ 9" oc in 2 row(s) throughout 206 webs. /x\/xV Design conforms to main windforce-resisting system and components and cladding criteria. ** For hanger specs. - See approvgd111ia5 8-06-02 2-06-12 3-04-15 Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1 f ' ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-03-10 2-08-01 2-06-06 3-03-11 3-00-03 2-02-10 3-04-15 load duration factor=l.6, 3209 f f 1320# 12 Truss designed plane deofor thewind trussloads only. 12 in of 7.50 7.50 M-4x8 M-5x10 M-3x8 M-3x8 7 4 )P 5 T2 MM M-3x5 -6x6 M-5x12 B "4L T4 A fit M-5x16 C o (r ( 1 0 I 10 11 12 T 13 19 15 *16 0.25"o . M-3x8 ::M-8x8 M-8x10 M-3x8 7.:M-10x10(0) l l k l 1 k k k ,tip PROF,. 3-01-14 2-04 3-03-11 3-00-03 3-01-15 2-04-06 3-01-07 y y y NGINE�c,9 fC- 1-00 20-05-084.14 17 4t` 89782PE r- JOB NAME : 5019-B POLYGON - B1 �/q\�.�' ' Scale: 0.2597 , V- - �F>ef! • �7 \. AWN WARNINGS: GENERAL NOTES, unless otherwise noted y sip /'!�/+y(�� 41, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters ehown and Ie ler an Individual 7 OREGON O Ny�lO"' . Truss: B1 and Warnings before eon°trudlon commences. building component.Applicability of design parameters and proper ff e� rt ,'Z' 2a4 compression web bracing must be Installed where Mown*. Incorporation of component Is the responsibility of the building designer.by A[e�! A( 3.Additional temporary bating to insure stability during construction 2.Design assumes the top and bottom chords to be lata lY braced at a"1 I f _+ Is the responstNlBy of the erector.Additional permanent bracing of T o inc.and at 7 P a c.rsuoh as ply unless braced(TC) ndl their length). V DATE: 12/8/2015 responsibility a g goer. 3.7r impact bridging orr lateral b eine req i ed whereesh lo`drywsl(Bc). -AUL the overall structure is the rc rRlblll of building deeper. SEQ. : K 15 8 0 9 4 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss la to responsibility of the respective contractor. fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-correehe environment, TRANS ID: LINK design loads be applied to any component. end are for"dry full condition"of use. e 5.CompuTrus has no control over and assumes no responsibility for the 5.°e Nom;;;""m°°cdl bearing 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. December p Decern 4yl 8,2015 8.This&feign M furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPINVTCA in SCSI,copies of which MN be furnished upon request. fines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L)E 10.For basic connector plate design values see E5R-1311,ENR-1l88 Web) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 15'— 10.5" 'COND. 2: Design checked for net(-5 psf) uplift at 29 "on spacing. TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Refer to CompuTrus gable end detail for AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. complete specifications. 7-11-04 7-11-04 T T T 12 IIM-4x4 12 7.50 Q 7.50 3 fIll o 1/7iiiiiiiiii.11,1111 o M-3x4 M-3x4 1-00 15-10-08s� 0 PROpe,„ �cc'. 'c.CO NGI N�cR �Sr0� izt- :9782pE yr"" JOB NAME : 5019-B POLYGON - Cl Scale: 0.4395 lir 40 1.Builder WARNINGS: GENERAL NOtin isb, unless otherwiseteparameters `�' Cr.7 OREGON " Truss: C 1 and W and erection contractor Mould be advised of a General Nates bsls design p nary.only cabn y s peremep r sheter and is for an individual a7f O and Warnings before construction commences. building comporonl Applicability sir design parameters and wager f, 2.2x4 compression web booing must be installed where shown.. incorporation or component is the responsibility or the buudng designer. v r�. 3.Additional temporary bracing to insure etablllty during construction 2 Design assumes the Ian and bottom chortle to be laterally braced el ��-{ q Y ,4(e.,, Cis the reaparnWblllly or the erodor.Additional permanent bracing of 7o.c.and at I c.c.respectively unless braced throughout their length by \ V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �' /� L •• DATE: 12/8/2015 the overall structure Is the responsibility ohne buMirg designer. 3.2x impact bridging or lateral required where shown.. �^9 SEQ.: K 15 8 0 9 5 0 4.Ne load should be applied to any component ante alter au bradng and 4.Installation of truss Is the responsibility of the respedhe contractor. fasteners are complete and at no time should any pads greater than 5.Design assumes trusses are to be used ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing et all supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,heeding,shipment and installation of components. 7. eeary. Design ate on face leprossed.an December 8,2015 6.This design b furnished subject to the limitations sat forth by 8.plates shell be located on bolo faces or War.,and placed so their comer TPIMTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. o.Digits Indicate size of plate In Inches. ACT&USA,Inc./CompuTrus Software 7.6.6(11)-E to.For basic connector plata design values see ESR-7311,ESR-1988(Wok) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF k16BTR LOAD DURATION INCREASE = 1.15 1-2=(-879) 256 1-7=(-158) 673 2-7=(-221) 196 • BC: 2x4 KDDF R1&BTR SPACED 24.0" O.C. 2-3=(-662) 202 7-5=(-166) 669 7-3=( -98) 917 WEBS: 2x9 KDDF STAND 3-4=(-661) 184 7-9=(-211) 196 LOADING 9-5=(-B77) 243 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( 0) 60 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 92.0 PSF, OVERHANGS: 0.0" 12.0^ BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -83/ 666V -117/ 1108 5.50" 1.07 KDDF ( 625) ** For hanger - Seeapproved Tans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 15'- 10.5" -129/ 789V 0/ OH 5.50" 1.26 KDDF ( 625) specs. p REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.015^ @ 7'- 11.3" Allowed = 0.748" MAX LL DEFL = -0.002" @ 16'- 10.5" Allowed = 0.100" MAX TL CREEP DEFL= -0.003" @ 16'- 10.5" Allowed = 0.133" MAX BC PANEL TL DEFL = -0.040" @ 12'- 3.1" Allowed = 0.471" 7-11-04 7-11-04 / / / I. 1 MAX HORIZ. LL DEFL = 0.008" @ 15'- 5.0" MAX HORIZ. TL DEFL = 0.013" @ 15'- 5.0" 4-01-06 3-09-14 3-09-14 4-01-06 T T f T T 12 12 Design conforms to main windforce-resisting 7.50 IIM-4x4 Q 7 5D system and componentsand cladding criteria. 4.0" Wind: 190 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1.1 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. vo M-1.5x3 4 1.5x3 z 4 Allill 0 1 v 7 - I o M-3x9 M-3x8 M-3x9 o l b y y 7-11-04 7-11-04 y y �w PR Ore r; 15-10-08 1-00 W�:� .4GIN4;5, <0 897828E c' • JOB NAME : 5019-B POLYGON - C2 Scale: 0.3485 ,,.0.'11\77. ma WARNINGS: GENERAL NOTES, unlessotherwlse noted, Cs, OREGON 1.Milder and erection mntrador should be advised of all General Notes 1.The design Is based only upon the parameter.Moven and I.for an individual ,/8'OREGON (rte �.. Truss: C2 and\Naminge before construction commence.. building component.Applicability of design parameters and proper / tL 2.2s4 compression web bredng"mel be Metalled where Mown 5. Incorporation of component is the responsibility of the building designer. .A VEi ry a_ A r V 'Q'' 3.Additional temporary bracing to Insure stability during construction 2 Design and lB the top actnd bottom chords to be laterally braced et 7 �1 J'Y i! J is RC respomlmlity of the.radar.Adtlitional permanent bracing of 2 o.c. at l0 o c rsash a.sty unless braced throughout their length by continuous Meethln,such asplywoodrd"heeml,.,.C)and/or drywa8(BC). r /�,I1 DATE: 12/8/2015 the°yell structure Is the responsibility of the building designer. 3.20 Impact badging or lateral bracing required where shown•• �"1�.1 1.. SEQ. : K 15 8 0 9 51 4.No load should be applied to any component and alter al bracing and 44..Design at truss trisMe In.r.eelo toof beIno non-corrosive respective contractor. rat, fasteners ere complete and at no time should any loads greater man gaare end are for"dry contlhlon"of use. TRANS I D: LINK design baso be applied to any component. 5.Compute.has no control over end assumes no responsibility forme 6.Design assumes tail bearing at at supports Mown.She or.edge if EXPIRES: 12/31/2016 .eery fabrication,handling,shipment and Installation of components. 7. Design assumes adedonatlremaelaprovided. December 8,2015 S. e design le furnished bJact to its limitations set forth by S.plates dhoti be locatedtl on both faces t TM. ae of truss,and placed no their center TPIMTCA In SCSI,copies of which will be mmishsd upon request. Ina.coincide with joint center Imes. 9.Digits Indicate size et plate In hches. MITek USA,Ino./CompuTrns Software 7.6.6(1L)-E 1D.For basic connector plate design values see ESR-1311,ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 15-10-08 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 2x4 KDDF #16HTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-1121) 221 1-5=(-213) 869 5-2=(-107) 591 4-7=(-794) 176 BC: 2x6 KDDF #163TR 2-3=( -553) 134 5-6=(-209) 842 2-6=(-500) 133 WEBS: 2x4 KDDF STAND LOADING 3-4=( -451) 126 6-7=( -42) 73 6-3=( -40) 165 LL = 25 PSF Ground Snow (Pg) 6-4=(-181) 837 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BC LATERAL SUPPORT 0= 12"0C. UON. BC UNIF LL( 173.4)+DL( 137.9)= 311.4 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -244/ 1185V -48/ 96H 5.50" 1.90 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC DON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 6'- 0.0" -225/ 1067V 0/ OH 5.50" 1.71 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. Single member as shown. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Hangers attached to the bottom chord MAX LL DEFL = -0.007" @ 2'- 5.1" Allowed = 0.254" will have 1.5" max. nail penetration. 4-07-11 1-04-05 MAX TL CREEP DEFL = -0.015" @ 2'- 5.1" Allowed = 0.339" • +* For hanger specs. - Se'approved plans ' f MAX HORTZ. LL DEFL = 0.002" @ 5'- 10.3" 2-06-13 1-10-06 1-06-13 MAX HORIZ. TL DEFL = 0.003" @ 5'- 10.3" 4 4 4 1 12 Design conforms to main indforce-resisting 7.50 p system and components and cladding criteria. M-4x6 Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 M-3x6 load duration factor=1.6, Truss designed for wind loads �� -7 in the plane of the truss only. Foe M-3x5 2 /SA I ril o , N ,o A1141161111161.= I 1.4111 5 6 ++ 7 0 M-5x10 M-1.5x3 M-6x8 M-1.5x3 1 ), 1 1 2-05-01 1-10-06 1-08-09 1 1 6-00 ‘,0 OA GINE Sr0 89782PE <` • JOB NAME : 5019-B POLYGON - CGIRD f • Scale: 0.5100 .--., WARNINGS: GENERAL NOTES, unleesotherwlse noted (I OREGON 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and A bran Individual I\_ Truss: CGIRD and ahrnings before construction commence. balding component Appllsebill y of design parameters and proper ' ' + 2d .,-,.4- Incorporation 2 2a4 compression web bracing must be installed where shown+. Incorparotlon of component is the responsibility of the building designer 'fit? . ( "61,4y l M r 3 Adddbnal temporary bracing to Insure stability during construction 2. a n,assumes the top and bottom chorda to be througaterallyhout t the:,al 7 �l(•f J R the responsibility or the erector.Additional permanent bracing of 2'a.c.and et 10'ac.respectively unless braced throughout their length by continuous sheathing such as plywood Ing(TC)and/or drywaR8C). j,'/t U t i1 DATE: 12/8/2015 the overall structure is the responsibility ofihe building designer. 3.2s Impact bridging or lateral bracing required where shown++ r'1 1.. SEQ.: Ki5 8 0 9 5 2 4.No load should be applied to any component cans after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes tresses ere to be used in a nen-corrosive environment. design bads be applied to any component. and are for"dry cendhlon"or use. T RAN S I D: LINK 8.Design assumes full bearing M ail supports shown.Shim or wedge if 5.CompuTrve has no control over and assumes no responsibility ler the necessaryp EXPIRES: 12/`3.11`2016 fabrication.handling,shipment end Installation of components. 7.Design assumes adequate drainage le provided. December I.. 8,2015 8.This design Is famished subject to the limitations set forth by 8.Plates shell be located on both faces of trans,end placed so their center TPIANICA In SCSI,copies of which wlil be furnished upon request knee coincide with joint center tins uTrus Software 7.6.6(11...)-E B.Digits Indicate sibs of plate In inches. MITek USA,Inc./Com P10.For basic cennector plate design values see ES11.1311.608-ren8(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 ROOF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-12649) 2882 11-12=( -212) 1026 11- 1=(-8834) 2019 7-16=(-1389) 6212 206 KDDF #16BTR Ti, T3 2- 3=1-14722) 3366 12-13=(-3012) 13592 1-12=(-3256) 19410 16- 8=( -510) 2158 BC: 2x8 ROOF #1OBTR LOADING 3- 4=(-12498) 2880 13-14=(-3309) 19900 12- 2=(-6542) 1502 8-17=(-1039) 270 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-15116) 3480 19-15=(-3298) 19734 2-13=(-1082) 269 2x4 KDDF #16BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 69.0 PLF 0'- 0.0" TO 20'- 8.0" B- 7=(-11482) 2668 15-16=(-3298) 14739 13- 3=(-1570) 6938 2x6 KDDF #2 B; BC UNIF LL( 500.0)+DL( 360.0)= 860.0 PLF 0'- 0.0" TO 13'- 8.0" B- 7=) 0) 0 16-17=(-2232) 10140 13- 4=(-3976) 800 2x6 KDDF STAND C BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 13'- 8.0" TO 20'- 8.0" V- 8=1-13464) 3100 17- 9=(-2222) 10102 4-14=( -532) 2396 ADDL: BC UNIF LL+DL= 90.0 PLF 0'- 0.0" TO 4'- 0.0" V 8- 9=(-12318) 2782 19- 5=( -909) 558 TC LATERAL SUPPORT <= 12"OC. UON. 9-10=( 0) 60 15- 5=( -620) 2750 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 1067.0 LBS @ 9'- 9.0" 5-16=(-9606) 1079 ADDL: BC CONC LL+DL= 3533.0 LBS @ 14'- 6.0" - BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"0C UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -2373/ 10493V -114/ 70H 5.50" 16.79 KDDF ( 625) 20'- 8.0" -1732/ 7603V 0/ OH 5.50" 12.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TO? OVERHANGS: 0.0" 12.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. **HANGER BY OTHERS TO APPLY 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. I ( 2 ) complete trusses required. CONC.LOAD(S)EQUALLY TO ALL MEMBERS. Caution: Note bearing area requirements. Join together 2 ply with 3"0.131 DIA GUN s staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 n9"'oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = 0.133" @ 8'- 10.4" Allowed = 0.987" Jr 9" o n 1 row(s) throughout 2x9 top chords, MAX TL CREEP DEFL = -0.361" @ 0'- 10.4" Allowed = 1.317" 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 9" oc in 2 row(s) throughout 2x6 webs, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" \/�/ 9" oc in 1 row(s) throughout 2x4 webs. /J(`/](` 0-09-06 MAX HORIZ. LL DEFL = -0.033" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.070" @ 20'- 2.5" f l 3-05 2-06-11 6-09-01 7-11-04 f T i' T 1' Design conforms to main windforce-resisting 3-05 2-02-09 2-11-09 3-04-08 2-03-10 2-04 3-03-10 system and components and cladding criteria. T '( 1' T T ' T ' T 12 M-3x4 12 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7 50 M-4x106 Q 7,50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,. load duration factor=1.6, Truss designed for wind loads M18HS-77(19 M-3x4 Ml8HS-5x16 in the plane of the truss only. ** For hanger M-3x5 specs. - See approved plans 5 �� 'r i _ ,_ M-2.5x9 or equal at non-structural diagonal inlets. ,M-10x10 M18HS-7x19 M-3x5 1 2 4/ - _ T1 �� p A `tel l.0 B''='47. M-5x16 1 11** +0 12 13 14 15 16 17 - 0 M-3x10 M-8x10 0.25" M-3x10 M-8x10 M-1.5x31 MSHS-9x18 M-12x19(S) +10$7# +3133# y y y y y y p QF'3-01-08 2-09-05 3-09-08 3-01 3-02-12 2-04 3-01-19 . '1, " � � 4� y y y GINEC� .� 20-08 1-00 ? ��" :9782PE v JOB NAME : 5019-B POLYGON - D1 �--"� Scale: 0.2669 WARNINGS: GENERAL NOTES, unlessatherwise noted: Ir (I' OREGON off 1.Builder and erection conbador should be advised of ail General Notes t.This design is based only upon the parameters shown and le for an Individual �yy 17 OREGON y �N. Truss: D1 and Warnings before construction commences building component.Aaplicahllly of design parameters and proper f�.s 4-, (.15 ` 2.2s4 compression web bradng must be installed where shown+. Incorpore8on of component la the reeprerde l ry of the building destgner. 1A. Gi}a.,�Y At ,,, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chard.to be laterally braced at X11 j� J Is the responsibility of the erector.Additional permanent bracing of T nofl and at 10 o.c.reepectNely unless braced throughout their length by i continuous sheathing such as pdynwod sheath iters)and/or dryweN(BC). ` r Ji�t " DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 12i Impact bridging or lateral bracing required where shown+• y"'1 1.. SEQ.: K 15 8 0 9 5 3 4.Ne load Mould be applied to any component until after all bradng and 4.Installation of truss is the responelbiNly of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina non-corrosive environment, design pada be applied to any component. and are for-dry condlbn"of use. TRANS ID: LINK6.Design assumes MIbearing atalsupports shown.Shim orwedge if EXPIRES: 12/31/2016 5.CompuTrus has no control over and assumes no responsibility for the neceasery. II..�� p,2015 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design N fumlehed subject to the Ilmeaeons set forth by 8.Plates shall be located on both faces of truss.and placed so their center D@C2fY1L-. 8 TPII'MCA In BCSI,copies of which nit be furnished upon request. Nnee coindde with join;center linea 9.Diplte Indicate size of pate In Inches. MiTek USA,Ino./CORIpuTfuo Software 7.6.6(1L)-E 10.Far basic connector plate design values see ESR-1311.ESR-1088(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 35-09-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 ROOF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-10=(-1395) 3725 3-10=( -199) 491 8-19=(-5112) 2146 2x9 KDDF 916BTR T1 2- 3=(-4654) 1667 10-11=(-2808) 6926 10- 4-) -466) 1604 14- 9=( -346) 253 BC: 2x6 KDDF SS LOADING 3- 4=(-4727) 1739 11-12=(-3219) 7831 10- 5=(-3316) 1508 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-4016) 1515 12-13=(-2895) 6988 5-11=( -104) 797 2x6 ROOF #2 A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-7252) 2881 13-19=(-1852) 9914 11- 6=( -725) 484 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.i." TO 35'- 9.0" V 6- 7=(-7539) 3023 6-12=( -436) 358 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 35'- 9.0" V 7- 8=(-5167) 2081 12- 7=( -126) 824 BC LATERAL SUPPORT <= 12"OC. UON. - 8- 9=( -59) 55 7-13=(-2265) 1066 TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 13- 8=( -473) 1834 NOTE: 2x4 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORN BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1020/ 3034V -69/ 1358 5.50" 4.85 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 35'- 9.0" -1239/ 3025V 0/ OH 5.50" 4.89 KDDF ( 625) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. JT 2: Heel to plate corner = 1.50" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.901" @ 17'- 6.8" Allowed = 1.742" MAX TL CREEP DEFL = -0.746" @ 17'- 6.8" Allowed = 2.322" MAX HORIZ. LL DEFL = -0.106" @ 35'- 3.5" MAX HORIZ. TL DEFL = 0.164" @ 35'- 3.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 5-11-11 29-09-05 1' T T 3-00-04 2-11-07 5-07-08 5-11-09 5-11-09 5-11-09 6-03-01 T f +320# T ' T f T 12 7.50 M-7x8(5) M-4x10 M-4x8 4 5 0.25" M-3x8 M-5x10 M-3x6 r✓ -- 7 8 9 -/ M-1,5x3 Fifa' �` 11 3 + + i A m A o fr\ .- c �, \./rIa/ ...ar io I - M-3x10 M-4x12 110.25" 0.25" 12 13 **14 M-5x6 M-4x12 M18HS-7x14(S) M18HS-7x1 (S) y y y y y y �0 PRQ1F 5-05-14 7-07-04 7-05-08 7-05-08 7-09 ` �. G�N E � S/�y 1 )' Ce y� 1-00 35-09 44-3., "fes 47 9782PE p<` JOB NAME : 5019-B POLYGON - El „or .0100rScale: 0.2026 ,�� NMI WARNINGS: GENERAL NOTES, _Mess otherwise noted /_„ Truss: E1 1.Builder and erection contractor should be advised oral General Notes 1.This design Is based only won me parameters shown and h for an Individual •' ' OREGON f1_J and Warnings before construction commences. building component.Applicability of design parameters and proper 15, 2 2r4 compression web bracing must be Installed vinare shown.. Incorporation of conp<,nent Is the responsibility of the building designer. ,,.[j [`}� 3.Additional temporary bracing to Insure stability during construction 2 Design and atIassumes the lop told bottom chortle to beroughlaterally braced et ]�/Iv (15' V" 'a'.' is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 a.c.reepxdNety a eas braced throughout their length by f �5•+ DATE: 12/8/2015 the overall structure is Me responsibility of the building designer, continuous sheathing a such as plywood required el whereC)and/or tlrywaA(BCJ. � C1. 3.Di Impact bridging or Iha rel bracing he shown•• UL T, SEQ.: Ki5 8 G 9 5 4 4.No load should be applied to any component until after all bracing and 4.Installation or truss is the responsibility of the respectNe contractor. fasteners are complete and at no time should any ads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. TRANS ID: LINK design loads be appliedto any component. and era for"dry condition"of use. S.CompaUrus has no control over and amines no responsibility for the 6.De sico��assumes/Wit bearing et ail supports ahovm.Shim or cadge if EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Desigry' d. 6.This design is furnished subject to the limitations set forth by 5.Pla esnshall be boated oassumes adequan both facesdrainageis and placed so their center December 8,2015 TPIMTCA In BCS!,copes of which will be furnished upon request. linea coincide with Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E B.Digits Indicate she of pets In inches. 10.For basic connector plate design values see ESR-131 t,ESR-1988(MiTek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE= 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 191 BC: 2x9 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -389) 1313 WEBS: 2x9 KDDF STAND 3- 9=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 950 LOADING 4- 5=(-1802) 496 13-19=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6=( -199) 78 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=(-1940) 509 13- 7=( -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=) -93) 813 0-15=(-1773) 473 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQITRD STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT OEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0^ BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ SB1H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) 00 For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 4.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-11-11 26-00-10 1-08-11 (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), T fT load duration factor=1.6, 3-11-07 4-00-04 5-01-01 5-03-08 5-03-08 5-03-08 5-01-01 1-08-11 Truss designed for wind loads 1' ' I ' 1 1 ' 1 , in the plane of the truss only. 12 12 Q 7.50 7.50 M-5x6(5) M-4x6 M-4x6 M-3x4 0.25" M-3x4 M-3x5 , 4 5 �, 6 7 8 M-9x9 7711 MM o M \/\/\/N 0 I o i 1 w c o p 12 13 14 15 ".16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(5) M-1.5x3 y 7-07-07 y 6-09-02 y 6-07-06 y y 6-07-06 y 6-09-02 1-04-y <('' pRopeL95 y `c-j \AG1NE'$c ;, 20-00 15-09 y \ 't 7�y I�CR 1-00 35-09 4E 89 82 E �1 JOB NAME : 5019-B POLYGON - E2 • Scale, 0-1745 • WARNINGS: GENERAL NOTES, :Nsse otherwise noted: 6".,y1 ('y I.Builder and erection contractor shoed be advised of all General Notes 1.This design Is based only upon the parameters shown and 6 Sr en Individual ' . REGON�' �`. Truss: E 2 and Warnings before oensbuction commences. building component.Applkeblltty of design parameters and proper "/r;//. 2.244 compression web bradng must be instated where shown 5. Incorpontion of component lathe responsibility of the bulding designer. �`"1V:4 /v` 3.Addelonel temporary bracing to Insure etablley during construction 2.Design assumes the top and bottom chortle to de laterally braced al al ! 1 _4�(f Is the reMoil I the erector.Additional t Madof Y o.c.antl al 1 Q a.c,rsosh es sty sed s braced throughout their length by /�y %l epon M a permanent ng continuous sheathing such as plywood sheathing(TC)ander drywal(BC). /"A I U t. `'� DATE: 12/8/2015 the overall Shunter.Is the responsibility of the building designer. 3.24 roped bridging or lateral bracing required where shown++ v 4.Ne bad should be applied to any component until eller al bredng and 4.Installation of Imes la the respnnsibilly of the respective contractor. SEQ.: K 15 8 0 9 5 5 fasteners ere compete end at no time should any bads greater than 5.Design assumes trusses are to be used e e non-corrosive environment, deelgn bails be applied to any component. and Cr,for"dry condition'of use. T RAN S I D: LINK 5.CompuTrus has no control over and assumes no responsibility for the 1.Dago assumes el baa ng at all supports shown.Shim or seeps 11 EXPIRES: 12/31/2016 nebrkallon,handling,shipment and Installation of components. ry Aman pone e.PeYgn.aweaadequate beth)face is provided. an December 8,2015 I.This design Is furnished subject to the mm�eaona set roan by B.Plates Shan be foaled on bon faces of bees,and placed so their center TPUWTCA In SCSI,copies of which MN be furnished upon request. lineg_Digits coincide ttn joint iotlabntmrl lines. es MTek USA,Inc./CornpuTfUS Software 7.6.6(1L)-E 10.For basic connector plate design values sae ESR-1311,ESR-1988(M:Tek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF 016BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-11=(-657) 1836 3-11=( -116) 139 9-15=( -21) 141 BC: 204 KDDF #16110 SPACED 24.0" O.C. 2- 3=(-2319) 568 11-12=(-716) 2555 11- 4=( -137) 819 15-10=( -384) 1313 WEBS: 2x4 KDDF STAND 3- 4=(-2185) 535 12-13=(-755) 2758 11- 5=(-1003) 269 10-16=(-1508) 450 LOADING 4- 5=(-1802) 496 13-14=(-681) 2481 5-12=( 0) 313 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIF 5- 6=(-2633) 670 14-15=(-513) 1721 12- 6-) -199) 78 BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2656) 659 15-16=( -52) 67 6-13=( -208) 121 TOTAL LOAD = 42.0 PSF 7- 8=)-1940) 509 13- 7=) -29) 359 8- 9=( -382) 175 7-14=( -840) 223 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -445) 179 14- 8=( -93) 813 ALL FLAT TOP CHORD AREAS NOT SHEATHED 8-15=(-1773) 473 -'-"___= LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -226/ 1632V -100/ 181H 5.50" 2.61 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 35'- 9.0" -179/ 1488V 0/ OH 5.50" 2.38 KDDF ( 625) '* For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.159" @ 18'- 9.2" Allowed = 1.742" MAX TL CREEP DEFL = -0.321" @ 18'- 4.2" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.059" @ 35'- 7.3" MAX HORIZ. TL DEFL = 0.097" @ 35'- 7.3" Design conforms to main windforce-resisting 9-11-11 22-00-10 3-08-11 system and components and cladding criteria. 3-11-07 3-09-12 5-03-08 5-03-08 5-03-08 5-03-08 5-03-08 1-06-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f a , . i f a a' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 8-00 1-09 Trues designed for wind loads f '1 f f in the plane of the truss only. 12 12 7.50 177 Q 7.50 M-9x6 M-5x6(5) 4 M-3x4 0.25" M-3x4 M-3x5 M-9x6 , 5 MY 7 9 M-4x9 0 M-1.5x3 3 filliN we 0 I rn 0 lfl o w 0 11 12 13 19 15 .*16 I M-3x5 M-3x8 M-3x4 M-3x4 M-3x4 M-4x8 0 M18HS-3x18(5) M-1.5x3 J. Kth p 7-07-07 y 6-09-02 y 6-07-06 y y 6-07-06 y 6-09-02 1-04-07 �1 �d PROpen J. y 20-00 15-09 y \�.. +� 1r Q./0 20-00 1-00 35-094 "'$y .<' :9782PE r' JOB NAME : 5019-B POLYGON - E3 „ir ..m' Scale: 0.1745 '0" / 811,11F WARNINGS: GENERAL NOTES, unlessotherwise tae noted: "V OREGON 1.Builder and erection contactor Mould be advised of all General Notes 1.This design Is based only upon the parameters Mown and b for an individual y ,� Truss: E3 and Wamingv before construction commences. building component.Applicability of design parameters and proper iI/ ria. 2.2v4 compression web bracing must be Installed where shown e. incorporation of component lathe rosponstbYM/of the building designer. � ^� •�r • 3.Additional temporary freeing to Insure stability during construction 2.Design assumes the e.lop and bottom choles to be throughout y t thsl,et T �l �1 Is the responsibility el the erector.Additional permanent bredng of 2 c.c.and at 10'iris.respectNely unless braced throughout their length by �+ �Ff DATE: 12/8/2015 the overall structure le the responsibility of the build) designer. continuousrhgingorlatehlb.dngre as plywood required shown A'. M 8 3.in Impact bridging or th lateral bndng roqulree where Mown e V SEQ.: K 15 8 0 9 5 6 4.No load Mould be applied to any component until after ail bradng end 4.Installation of truss la the responsibility of the respective contractor. fasteners are complete and el no time should any pads greater than 5.Design assumes trusses are to be used H a non-corroeve environment, TRANS I D: LINK design wads be applied to any component. and are fordry condnwn•of use. 5.ComWTrushas nocontrol over and assumes noresponsibility for the E.DesignaswmeslullbearingateAwpporlsMown.ShimorwedgeIf {, p 8EXPIRES: 12/31/2016 necesfabriutwn,handling,shipment and installation of components. 7.Desgeisssumes adequate drainage provided. December ,2015 8.This design is furnished eubJed to the limitations eel fedh by 8.Plates shall be located on both faces of tons,and placed so their center TPI/WfCA In SCSI,copies of which will be furnished upon request. Ines coincide with Joint center lines. 9.Digits Indicate edit of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-Z to.For basic connector plate design values vee ESR-1371,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 517 1- 9=(-506) 1918 9- 2=( 0) 226 12- 7=( -8) 513 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2- 3=(-1944) 517 9-10=(-507) 1916 2-10=(-361) 189 7-13=(-1624) 405 WEBS: 2x9 KDDF STAND 3- 4=(-1561) 491 10-11=(-419) 1831 10- 3=(-131) 679 13- 8=( -109) 82 LOADING 4- 5=(-1766) 526 11-12=(-387) 1683 10- 4=(-450) 136 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) 05 TOP CHORD = 32.0 PSF 5- 6=(-1169) 406 12-13=(-248) 903 4-11=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1433) 428 11- 5=( 0) 383 TOTAL LOAD = 42.0 PSF 7- 8=( -83) 93 5-12=(-852) 236 6-12=( -91) 469 NOTE: 2x4 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -196/ 1508V -159/ 210H 5.50" 2.41 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 35'- 9.0" -190/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) *` For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.072" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 11-11-11 16-00-10 7-08-11 6-02-15 5-08-12 5-03-06 5-05-14 5-03-06 3-11-09 3-09-02 T T T T I' T T T 12 12 7.50 177M-4x63 M-3x4 M-3x4 M-4x6 Q 7.50 1 w + Al- M-3x5 M-3x9 4•••••••7 + -+ :-1.5x3 0 O 0 u7 INI1 0 c Yrs F!r RC1 1** 9 10 0 25 J,'1.' 12 `*13 of M-3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 t'1 M-5x6(5) t1 .0 PR.pp1• l y l l l 1 � GC��ca � - /©6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 cam .� y y , R A 35-09 89782PE r- • JOB NAME : 5019-B POLYGON - E4 -Amp-Scale: 0.177e �_•"�� OW WARNINGS: GENERAL NOTES, unless otherwise noted: C/" _I 7 Builder and erection contractor should be advised of al General Notes 1.Ills sde orris based el.only yappon theparameters mens andproperor a individual , Jx-'OREGON f'�N% �.. Truss: E4 end Warnings before conebuceon commences C/{- �`J 2.214 compression web bracing must be Insisted where ahovm*. Incorporation of component is the rosporlslbAlty of the building designer. A {(� /., 3.Additional temporary breckp to Insure debility during construction 2 Design assumes the tap end bottom chortle to be laterally braced at e f ss‘ /, Is the roaponsiMlby MON erector.Additional permanent bredn of 2 c c.and al 10 c.c.rospect,e5 unless braced throughout their length by V g continuous sheathing such as plywood sheathing(IC)and/or dryweil(BC). PAUL DATE: 12/8/2015 the overall structure N IM responsibility of the building designer. 3.2i Impact bridging or lateral bndrp required suture shown** SEQ. : K1580957 4.Ne bed should be applied teeny component untnafter ell bracing end 4.Instaalationoftruwhthe responsibility �o� dnoh,soator.environment fasteners are compete end at no time should any bads greater than and Designgn for assumes ry buses are toabe TRANS I D: LINK design beds be applied to any component. 6.Design assumes NII bearing at el supports shown.Shim or wedge If 6.CompuTrushas nocontrol 0.1.and assumes noresponsibility brMenecessary. L� EXPIRES: 12!31/2018 febrkatbn,handling,anlpment end installation of components. 7.Design assumes adequate drelnage is provided. December 8,2015 8.This design Is furnished subject to the gmgations set forth by e.Plates shag be located on both faces of truss.and placed so their center TPIAA7CA In SCSI,apes of which vdg be furnished upon request. Ines coincide with Joint anter lines. 9.Digits Indiate We of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic enactor plate design roles see ESR-1311.ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF fig3TR LOAD DURATION INCREASE = 1.15 1- 2=1-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=1-109) 85 BC: 2x9 KDDF H1f,BTR SPACED 24.0" O.C. 2- 3=(-1944) 632 11-12=(-581) 1928 2-12=( -361) 175 WEBS:.2x4 KDDF STAND 3- 4=( 0) 0 12-13=1-524) 1840 12- 3=( -135) 673 LOADING 3- 5=1-1572) 581 13-14=(-489) 1682 12- 5=1 -958) 148 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 19-15=1-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. ION. DL ON BOTTOM CHORD= 10.0 PSF 6- H=(-1177) 976 13- 6=( 0) 397 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 6-14=( -860) 269 ---------------------________________________ 8- 9=(-1433) 518 8-19=( -83) 978 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=1 -83) 94 14- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=1-1629) 499 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 OF10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -261/ 1508V -160/ 211H 5.50" 2.91 NODE' ( 625) '. For hanger specs. - See approved plans 35'- 9.0" -270/ 1995V 0/ OH 5.50" 2.39 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.094" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting system and components and cladding criteria. 13-11-11 12-00-10 9-08-11 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T f f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 load duration fforowi1.6, Truss designed for wind loads 1' f 1 f 1' 1' f 1' 1 f in the plane of the truss only. 12-00 7-09 4 T 4 7 4 4 12 M-4x6 M-4x6 12 7.50 p 3 M-3x4 M-3x4 • Q 7.50 5 6 dft w M-3x5 M-3x4 + } \/ M-1.5x3 \ / 0 I 0 O 0 _1 1*. &12 �M " 14 15 -nt M-3x5 M-1.5x3 M-3x8 . o 025 M-3x8 M-3x5 M-Sx6(S) �PR e� 6-01-03 5-06-04 8-04-09 8-04-09 7-09-07 {G y 35 09 :9782PE 9K'' JOB NAME : 5019-B POLYGON - E5 ....NW. Scale: 0.1778 II WARNINGS: GENERAL NOTES, artless otherwise noted r ted. �� Truss: E 5 Builder and eredlon contractor ehouM be advised of all General Notes 1.Thl.design Is based only upon the parameters shown and la ler Sr individual 9I 0 a ''s Illir and Warnings before construction commences building component.Applicability 51 design parameters and proper LA 't{ (yQ 2.2a4 compresale web bracing must be Installed where shown+ incorporation of component is the responsibility of the budding designer. -161 //pi':-1 r y 3 Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .'l J Is Me responsibility of the eradar.Additional permanent bracing of 7 o c and at 12 o e respectNely unless braced throughout theft length by . DATE: 12/8/2015 the overall structure is the responsibility f the balding designer. continuous ridging or such i b acwg red sheathing(TC)heres and/or drywel(BC). �, t r{� sport ty o g3. Insect er truss or lelerei bracing required colors shown+. L.. a . SEQ.: 515800 5 8 4.No wad should be applied to any component until after ail bracing and 4.Installation of truss Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.ledge assumes basses are to be used In a noncorrosive environment, TRANS I D: LINK design wads be applied to any component. and are for"dry condition"of use. �/ 5.U repuTnn has no control over and assumes no responsibility for the 6.Began assumes lull bearing al a8 support shown.Shim or wedge If EXPIRES: 12/31/2016 necesfabrication,handling,shipment and installation of components. 7.ledge ssumes adequate drainage le provided. December 8,2015 6.This design is furnished subject to the limitations set fodh by S.Plates shag be located on both faces of lase,and pieced so their center TPWIICA in SCSI,copies of which will be furnished upon request. lines colndde with joint center lines. 9.Digits indicate sire of plate In Indies, MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(Muck) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #140TR LOAD DURATION INCREASE = 1.15 1- 2=(-2344) 625 1-11=(-580) 1930 11- 2=( 0) 226 15-10=(-109) 85 BC: 2x4 KDDF #16BTR SPACED 24.0" 0.C. 2- 3=(-1994) 632 11-12=(-581) 1928 2-12=1 -361) 175 WEBS: 2x9 KDDF STAND 3- 4=( 0) 0 12-13=(-524) 1840 12- 3=1 -135) 673 LOADING 3- 5=(-1572) 581 13-14=1-484) 1682 12- 5=( -958) 148 TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1770) 626 19-15=(-300) 903 5-13=( -90) 116 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-1177) 476 13- 6=( 0) 397 TOTAL LOAD= 92.0 PSF 7- 8=( 0) 0 6-19=1 -860) 269 8- 9=(-1433) 518 8-19=( -83) 978 NOTE: 2x9 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 94 19- 9=( -33) 510 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 999 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" -261/ 1508V -160/ 2118 5.50" 2.91 KDDF ( 625) M-1.5x9 or equal at non-structural 35'- 9.0" -270/ 1495V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (oon). ** For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.091" @ 17'- 3.1" Allowed = 1.742" MAX TL CREEP DEFL = -0.183" @ 17'- 3.1" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.044" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" Design conforms to main windforce-resisting 15-11-11 8-00-10 11-08-11 system and components and cladding criteria. T 1' '( '1 6-02-15 5-06-04 2-02-08 3-03-06 5-05-14 3-03-06 2-02-08 3-09-02 3-09-02 Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 I ( , . . . f f of (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 12-00 7-09 Truss designed for wind loads T f NI-4x4 M-4x4 T '1 in the plane of the truss only. 12 P � 12 7.50 4 ,,. Q 7.50 M-4x6 M-4x6 M-3x4 M- N 3 6x9 N . 5 6 w �� M-3x5 M-3x4 + + M-1.5x3 \ID \/ . 0 0 0 c 6No. rs+ 'r 4M ...." m 1** 11 12 0.2570 2514 "*15 II M-3x5 M-1.5x3 M-3x8 M-3x8 M-3x5 r M-5x6(S) , PROVES l 1 1 l l l co4,.<(,:c'r GINE V-/ 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y cti .;1 A 1'u9 42 y 35-09 s !SP JOB NAME : 5019-B POLYGON - E6it Scale: 0.1778 • WARNINGS: GENERAL NOTES, unessetharwise noted Cott /'f/'y(�� 1.Balder and erection contredor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for en individual �f 'j, - 0"EGON Op"- t�. Truss: E6 and Warnings berere contraction commences. building component.Applicability el design parameters and proper +j7 +4,4 tZ 2.2a4 compression web bracing muA be Instated where shown+. incorporation of component Is me responsibility of the building designer. oyJ *meq y d S ‹t 3.Additional temporary bracing to Insure stability during construction 2 Zestgn assumes ms tap and bottom droves to be laterally braced al 'r.T I 1 -+i(y lathe responsibility 1 ms erector.Additional M bracing 1 T o e.and al 1 G G.rsash ay antasa bred throughout their length by /� `tel ly opermane g o continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). � "'A U t DATE: 12/8/2015 the overall structure Is the reeponstbplty or the building designer. 3.21,Impact bridging or lateral bracing required where shown++ 4.No bed should be applied b any component ting after al bradng end 4,Installation of truss is the responsibility of the reapedNe contractor. SEQ. : K 15 8 0 9 5 9 fasteners are complete and at no time shoold any bads greater than 5.Design assumes Misses are to be used in a non-corrosive environment, TRANS ID: LINK desgnbads beappiedtoany component. endesieso^ssumeconanlon^ogee.. Qe s 5.CompuTrus has no control over and assumes no responsibility for the B n0e eatery. Ml bearin t all supports sheon.Shim or wedit EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 B.This design is furnished subject to the limitations sat forth by B.Poles shall be bated on both faces of truss,end placed so their center TPI/WTCA in 8051,copies of which all be furnished upon request. linea coindde with joint center lines. 9.Digits Indicate size of plate in inches. MITek USA,Ino./COmpuTrus Software 7.6.6)1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2349) 850 1-11=(-742) 1946 11- 2=( 0) 226 15-10=(-109) 88 BC: 2x9 KIDS #16BTR SPACED 24.0" O.C. 2- 3=(-1944) 861 11-12=(-743) 1945 2-12=( -361) 158 WEBS: 2x9 KDDF STAND 3- 4=(-1588) 769 12-13=(-802) 1859 12- 3=) -226) 676 LOADING 3- 5=( 0) 0 13-14=(-795) 1676 12- 9=( -957) 287 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 7=(-1776) 898 14-15=(-409) 903 4-13=( -100) 136 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=( 0) 0 13- 7=( -24) 433 TOTAL LOAD = 42.0 PSF 7- 8=(-1188) 620 7-14=( -860) 950 8- 9=(-1433) 692 8-14=( -156) 480 NOTE: 2x4 BRACING AT 29"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( -83) 95 14- 9=( -119) 50B ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-15=(-1624) 692 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 PIF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -398/ 1508V -161/ 213H 5.50" 2.91 KDDF ( 625) M-1.5x4 or equal at no -structural 35'- 9.0" -438/ 1995V 0/ OH 5.50" 2.39 KDDF ( 625) vertical members (uon)n ** For hanger specs. - See approved plans IC OND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 MAX LL DEFL= 0.106" @ 12'- 0.0" Allowed = 1.792" MAX TL CREEP DEFL = -0.185" @ 17'- 3.1" Allowed = 2.322" 0_08_10 0-08-10 MAX HORIZ. LL DEFL = -0.040" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.073" @ 35'- 5.5" 17-11-11 4-00-10 13-08-11 l' Design conforms to main windforce-resisting 6-11-09 11-00-02 10-00-05 7-09 system and components and cladding criteria. 6-02-15 5-06-04 5-05-14 4-00-10 5-05-14 3-09-02 3-09-02 Wind: 140 mph, h=24.eft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' ' 1' ' ' ' ' '1 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12-00 7-09 load duration factor=1.6, Truss designed for wind loads '( 5 6 ,� f in the plane of the truss only. 12 12 7.50 177 7:17.50 M-4x6 yl.I M-3x4 M-3x4 I`•M-9x6 4 r M-3x5(5) M-3x5 • M-3x9 M-1.5x3 400. 11. Firky 11111 a ii 0 1** 11 12 13 14 **15 II M-3x5 M-1.5x3 M-3x8 0M-5x6(S) .25" M-3x8 M-3x5 PRi b l J. 1 y r'''• G1NE C u Ci 6-01-03 5-06-04 8-04-09 8-04-09 7-04-07 y < .0N ip Off. 35-09 y . :9782PE r JOB NAME : 5019-B POLYGON - E7 • ...ailf. Scale: 0.1653 v ilitWARNINGS: GENERAL NOTES, unlessetherwise noted: 7 Co. Truss: E 7 1.Bulder 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 a '1' :REGON N. and Warnings before construction commences buldng component.Appllcabillly of design parameters and proper fF 44 2.2s4 compression web bradng must be Installed where shown. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Inure stability during constructionir 2. o gra end l Crthe tap end bottom chords to be roagtrty braced et y '� �1�. is the responsibliity of Me erector.Addhlanal permanent bradng of 2'o.c. at i V o.c.eachc c ply unteea braced throughout their length by a.'a Tf DATE: 12/8/2015 the overall structure is Me responsibility entire balding designer. 2entinuous edging or such l b acing re airedsheathere s)and/or drywag(BC). �' ^UL �` 3.2e lenges bddging or enteral bracing required where shown.* r1 S E Q.: K 15 8 0 9 6 0 4.No load should be applied to any component until a6er al bradng and 4.Installation of truss Is the raspansid6ty of the respearve contractor fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, T RAN S I D: LINK design bads be applied to any component, end are fer'dry condition"of use. 5.CompuTrus has no control over and assumes no reeponetbitlty for the 8.Design assume.Mi bearing at al supports shear.Shim or wedge If EXPIRES:ES: 12/31/2016 hbdcaton,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015+ 6.This design is furnished mired to the limitations set forth by 8.Plates shall be Heated on both faces of hues,and placed so their center TP WIFCA in BCRI,copies of which wig be furnished upon request. lines coincide with)Dint center lines. S.Digits Indfoale size of plate In inches. MITek USA,Ino./CompuTrus Software 7.6.6(IL)-E W.For basic connector plate design values see ERR-1311,ESR-1886(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 92-00-00 MONO HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-12=(-2996) 7979 12- 3=( -856) 2506 17- 8=( -68) 410 2x9 KDDF 1416BTR T1 2- 3=( -9520) 3930 12-13=(-2676) 7082 3-13=7-1056) 428 8-18=(-1088) 664 BC: 2x6 KDDF #16BTR LOADING 3- 9=( -7016) 2662 13-14=7-3808) 9418 13- 4=( -986) 2792 18- 9=( -608) 1884 WEBS: 2x9 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -5936) 2290 14-16=7-4880) 11904 13- 5=(-4142) 1790 9-19=(-2924) 1364 2x4 KDDF #160TR A TC UNIF LL( 50.0)+DL( 14.0)- 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=( -9596) 3840 15-17=( -334) 816 5-14=7 -530) 1696 19-10=( -802) 2592 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 42'- 0.0" V 6- 7=(-11768) 4796 17-18=7-4378) 10522 19- 6=7-2778) 1236 10-20=(-5980) 2529 TC LATERAL SUPPORT 0= 12"OC. UON. BC UNIF LL( 0.0)+DL( 90.0)- 90.0 PLF 0'- 0.0" TO 42'- 0.0" V 7- 8=7-10878) 4438 18-19=7-3598) 8582 6-16=( -276) 994 20-11=( -332) 238 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -9990) 4058 19-20=7-2186) 5128 15-16=( 0) 120 TC CONC LL( 250.0)+DL( 70.07= 320.0 LBS @ 6'- 0.0" 9-10=( -6398) 2588 16- 7=( -394) 952 10-11=( -50) 54 16-17=7-4166) 10190 NOTE: 2x9 BRACING AT 29"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7-17=(-1198) 726 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1243/ 3576V -70/ 135H 5.50" 5.72 KDDF ( 625) 92'- 0.0" -1454/ 3533V 0/ OH 5.50" 5.65 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. Attach 2 ply with 3"x.131 DIA GUN -,,- nails staggered: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 9" oc in 2 row(s) throughout 2x6 top chords, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed - 0.100" 1 ,s/ 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL= -0.001" @ -1'- 0.0" Allowed = 0.133" /\Jt/VAX 9" oc in 1 row(s) throughout 2x4 webs. MAX LL DEFL= 0.463" @ 19'- 1.3" Allowed = 2.059" MAX TL CREEP DEFL = -0.861" @ 19'- 1.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.138" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.214" @ 41'- 8.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), 5-11-11 36-00-05 loaEnddvduration l(s)aare exposed to wind, �2-09 3-02-1 -06 4-03-15 5-01-04 5-10-07 5-06-15 5-06-15 5-10-07 Truss designed forwindloads 1 f f f f f f f in the plane of the truss only. 12 1��� M-7x8(5) 7.50 17. M-5x6 M-3x8 M-3x5 M-3x4 0.25" M-3x5 M-3x10 M-1.5x3 5 6 7 �. 8 9 10 11 M-3x63 '/'� \VAILN. _ `• o 01 o M-3x8 � ,___ pa- o v. P =��• 13 14 6 "17 15 M-6x8 M-3x10 M-3x5 0 1. 17 13 19 5520 of o M-1.5x3 M-7x18 0.25" M-3x5 M-3x10 0 2X WEDGE M-7x10 M-7x8(5) W/(2) 21-2.519 TYP. 43.75 V PR('\ 17 IJ°Fe.° 12 y y y y y y y y ,1 .`c , GINE . /© 1-29-05-082-05 -00-06 11-06-08-05-11 4-02-03 5-01-04 7-07 28-00-05-09 7-08-12 l i9 ,,, J, ;• y y 89782PE 92-00 . JOB NAME: 5019-B POLYGON - F1 r. "V ` 'M Scale: 1/8" "I WARNINGS: GENERAL NOTES, unless otherwlae noted. lA.OREGON('�yN,��yy' " 1.adder and erection eentredor should be advised of all General Notes 1.This design A based only upon the parameters shown and A ler en individual • d 'i' '' r V y� Truss: Fl end Warnings before snshuctR semmencea building component.Applicabiliy0designparametersandproper 7 'l J ,+,` 2.2a4 compression rrob bredrg mush be installed where shown+. incorporation of component b the responsibility of the building designer. • /ta•'- 3.Additional temporary bracing to Insure stability during cominMlon 2.Design assumes me top snit bodom chorda to ba laierelly braced et "1. P va U L �\ )SIM responsibility et the erector.Additional permanent br.ang m T o.e.and a1 IC/o.c.rsash no sly unless braced throughout their length by f'� M continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2.!mind bridging or lateral bracing required where Moven++ SE K 15 8 0 9 61 4.Ne loth should be applied to any component MN after all bracing and 4.Installation of truss Is the responsibtty of the nepenthe codredor. Q' fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nontsrreece environment EXPIRES.. ,y�a.a J 1 design baits be applied to any component. end are for"dry condition"of use. C 3 1 6 TRANS I D: LINK 5.CampuTms has no control over and assumes no responsibility ler the H.Dedgn assumes NII bearing al all supports shown.Shim or wedge If December 8,2015 ry abrbalbn,handling.shipment and installation of components. 7.Design assumes adequate drainageIs provided. 6.This design is furnished subject to the limitations sal forth by e.Plates shall be baled an both feces of truss,and placed as their center TPIAWCA in SCSI,copies of which will be furnished upon request. tees coindde with)elnt center lines. 9.Digits Indicate ain of plate in inches. Mitek USA,Inn./COnlpuTrus Software+7.6.6-SP1(1L)-E 1o.For bads connector plate design value.see ESR-1311,ESR-1988(MITsk) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 35'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2278) 499 1- 8=(-447) (- ) (_ ) BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. (-297 2006 2- 3= -63 246 1-17= 1-54 404 WEBS: 2x9 ROOF STAND 2- 3=(-2096) 506 8- 9=(-295) 1618 8- 3=( -65) 577 11- 7=( -54) 55 3- 9=(-1346) 451 9-10=(-238) 1215 3- 9=(-759) 300 LOADING 4- 5=(-1360) 448 10-11=(-215) 762 9- 4=(-289) 1027 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1906) 366 9- 5=(-330) 228 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -59) 75 5-10=(-271) 177 TOTAL LOAD = 42.0 PSF 10- 6=( 0) 628 '* For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg)9 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 0'- 0.0" -236/ 1508V -286/ 338H 5.50" 2.41 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 35'- 9.0" -231/ 1995V 0/ OH 5.50" 2.39 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.088" @ 13'- 3.6" Allowed - 1.742" MAX TL CREEP DEFL = -0.171" @ 10'- 2.6" Allowed = 2.322" MAX HORIZ. LL DEFL = 0.091" @ 35'- 5.5" MAX HORIZ. TL DEFL = 0.065" @ 35'- 5.5" 20-00 15-09 Tf f Design conforms to main windforce-resisting 6-10-14 6-05-11 6-07-07 6-07-07 6-07-03 2-06-06system and components and cladding criteria. f f f I I I I Wind: 140 mph, h=25.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 12 M-9X6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 ' 7 50 load duration factor=l.6, 9 On Truss designed for wind loads 4 .0 in the plane of the truss only. IN M-5x6(S) 0.25" 3 M-3x9 31 n 1.5x3 /A\kk )11 .:,'M-9x9 M-1.5x3 7 o0 O O O 1'.' 8 Wm' = J �r1 of M-3x5 M-3x9 0.25" (S) M-3x9 M-3x4 and c O PR OFic y 10-02-10 y 9-09-06 y 9-09-06 y 5-11-10 y „" L,YG'N 4) C f� 35-09 ZC/ 8'782PE ter'` • JOB NAME : 5019-B POLYGON - E8 ///./ .., Scale: 0.1653 / a./ WARNINGS: GENERAL NOTES, unless otherelse noted: _) ---.. T ru s s E 8 1.Builder and eredion contredor Mould be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual -1 OREGON ^f'c and Warnings before conetrudlon commences building component Applicability of design parameters and proper „V 2.2f4 compresebn web bracing must be installed where shown w. 014‘P- incorporation of component is Na responsibility of the building designer. � 4 V 3.Additional temporary bracing to Insure stability during consiructbn 2.Design assumes the top and bottom chords to be laterally braced at ii y .16 is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10 o.c reapectivety unless braced Ihraa5hed their length by &4 DATE: 12/8/2015 the overall structure le me respomability of building designer. continuouspededgleg or such as acing re airedsheatwhere e s ander dnwagfic>. �1.+�. 4.Ne load should be applies to any component until3.2t Impact bnsglnp or lateral bracing required vfiere shown ba V SEQ.: K1580962poneny after all bracing and 4.Installation of trues is the reete ba 1pty of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a nonconoNve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of case. 5.CompuTnn has no control over end assumes no responsibility for the6.Design assumes 541 bearing at all supports shown.Shim or wedge II EXPIRES: P' S• / /20 fabrication,handling,shipment end installation of components necessary. 8.This design is mmished subject to the limitations set forth by 8.Design la esnsh ll beloaded uen both drainage aac clprovided. .,,sand placed so their center December 8,2015 TP6WTCA In SCSI,copies of which will be fumiebed upon request. lines coincide with joint center line. MITek USA,Inc./CompuTrus Software 7.6.6(1L}E S.Digits indicate side of plate in inches. 70.For basic connector plate design values see ESR-1311,ESR•1 S88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-14=( -645) 3765 3-14=( -231) 315 12-20=(-2031) 8907 2x6 RODE #16BTR T3 SPACED 24.0" O.C. 2- 3=( -4614) 849 14-15=( -546) 3540 14- 4=( -144) 417 BC: 2x6 KDDF #16BTR; 3- 4=( -4404) 864 15-16=( -615) 4047 4-15=( -498) 393 2x10 KDDF #16BTR 83 LOADING 4- 5=( -3939) 873 16-17=( -615) 4047 15- 5=( -315) 1710 WEBS: 2x4 RODE STAND; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(-1332) 6897 15- 7=(-1395) 354 2x10 KDDF #2 A DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( -3285) 777 18-19=(-1977) 9630 16- 7=( 0) 327 TOTAL LOAD = 42.0 PSP 7- 9=( -4389) 1038 19-20=(-3255) 14931 7-17=( -339) 888 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( 0) 0 20-13=(-3498) 16005 9-17=( -459) 2364 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) 9-10=( -5265) 1173 17-10=(-3723) 927 ADDL: BC CONC LL+DL=10493.0 LBS @ 42'- 1.5" 10-11=( -8313) 1800 10-18=( -900) 4176 11-12=(-11709) 2547 18-11=(-4695) 1113 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 12-13=(-19137) 4221 11-19=(-1278) 5541 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 19-12=(-6885) 1659 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -542/ 2908V -248/ 255H 5.50" 4.65 KDDF ( 625) 46'- 3.0" -2551/ 11586V 0/ OH 5.50" 18.54 KDDF ( 625) ( 3 ) complete trusses required. Join together 3 ply with 3"x.131 DIA GUN JT 13: Heel to plate corner = 1.50" nails staggered at: 9" oc in 1 row(s) throughout 2x4 top chords, 9" oc in 2 row(s) throughout 2x6 top chords, -4- 9" oc in 2 row(s) throughout 2x6 bottom chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ""HANGER BY OTHERS TO APPLY CONC.LOAD(S)EQUALLY 9" oc in 3 row(s) throughout 2x10 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 TO AL MEMBERS.PROJECT ENGINEER TO REVIEW AND INSURE \AAl 9" oc in 3 row(s) throughout 2x10 webs. MAX LL DEFL = -0.000" @ -1'- 0.0" Allowed = 0.100" THAT CONNECTION TRANSFERS LOAD TO PLY OPPOSITE HANGER.X X x MAX TL CREEP DEFL = -0.000" @ -1'- 0.0" Allowed = 0.133" i V`/` MAX LL DEFL = 0.102" @ 35'- 10.1" Allowed = 2.267" MAX TL CREEP DEFL = -0.312" @ 35'- 10.1" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.027" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.063" @ 45'- 9.5" 17-05-11 11-03-10 17-05-11 Design conforms to main windforce-resisting ff fsystem and components and cladding criteria. 5-05-12 0-10-01 5-07-13 6-00-15 2-11-09 6-02-02 f4-I1-12 '5-07-13 0-1101 3100-1 -06-04 Wind: 140 mph, h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 1 ' 1 1' ' 1 1 f ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 17-00 17-00 Truss designed for wind loads f f 1' 1' in the plane of the truss only. 12 M-4x6 6 M-3x8 B M-4x6 12 7.50 'M-5x6(5) 5,0 .i3 7 Q7.so 0.25" q M-3x6 M-5x8(5) 0 0.25" M-1.5x33 M-4x12 ice / ' 0 O \ 4. 1� 9 1S' 1 7 .(18 19 0 - o l ''M-3x4 M-3x4 0.25" M-1. x3 M-3x8 0,25" !-4x10 I 0 0 M-7x8(5) M-12x14(S) P ry r M-4x6 a� PRO, M-1164934, �`C3� .,CGIN E6".��"r�!�l l l l ) 1 y /10 \4\0) ' i8-11 7-06-14 6-07-10 6-07-10 6-00-153-02-8900-'93-01-08J 1-00 46-03 JOB NAME : 5019-B POLYGON - F1GIRD • Scale: 0.0881 '10107 11111 WARNINGS: GENERAL NOTES, unless otherwise noted: tee ,s� • E�/'W l�) 1.Budder and erection omr°dor should be advised of ad General Notes 1.This design la based only upon the peremeters shown and a for en individual �r GOI V p Truss: FIGIRD and Warnings before conabudroncommences. building component.Applicability of design parameters and propel /, rt„ ry„ 2.2a4 compression web bradrg must be metalled where shown*. Inorporatbn of omponem lathe responsibility of the budding designer. v�f7 .{ t.'`C( 3 Additional temporary bradng 10 insure°tadllty during construction 2 Oesign aewmes the top and bottom chords to de latvely unless brsced erout their length by ally braced at 'l 1 544 Is the responsibility of the erector.Additional permanent bradng of continuous asheathing 01 we rsuuch el°plywood sheathing(TC)andbr drywed(BC). d DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or lateral bredng required where Mown•-* Pq.U L" ..C3'\' 4.Na load should be applied to any omponent cell after NIbradng and 4.Installation of truss Is the re°ponsibiRectcontractor.y of the respNe contractor. SEQ.: K158°963 fasteners are complete and at no time should any loads greater than 5.Design assumes Innen are to be used In.non-corrosive environment and an for"dry condition"of use. TRANS I D• LINK design loads be applied to any component.5.CompuTru°he°no control over and assumes no responsibility kir the e.Design. 'w""'full bearing at NI supports°"°`"'smm or wedge If EXPIRES: 12/31/2016 ry fabs cabin, andliiehedshipment and lnsiallation of components. 7.Design assumes adequate drainage N prodded. December 8,2015 8.This design ie furnished an b the limitations set forth by 8.Plates shall be locates on both faces of truss,and placed so their center TPU/MA In SCSI.copies of which will be furnished upon request. s oindrie sith joint plate centeinches. lin 9.Digits MiTek LISA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic onnedor date design values see ESR-1311.ES17-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 9-00-00 GIRDER SUPPORTING 35-09-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/C 1.00 TC: 2x9 KDDF #16BTR 9' LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-9068) 888 1-5=(-769) 3262 5-2=( -380) 1796 9-7=(-2329) 532 BC: 2x6 KDDF #16 BTR 2-3=(-2506) 578 5-6=(-752) 3200 2-6=(-1330) 334 WEBS: 209 KDDF STAND LOADING 3-9=(-2108) 510 6-7=( -48) 102 6-3=) -234) 1040 LL = 25 PSF Ground Snow (Pg) 6-9=( -668) 2986 TC LATERAL SUPPORT <= 12"OC. EON. TC SNIP LL( 50.0)+DL( 19.0)= 69.0 PLF 0'- 0.0" TO 9'- 0.0" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 921.9)+DL( 306.9)= 728.8 PLF 0'- 0.0" TO 9'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -815/ 3691V -64/ 128H 5.50" 5.91 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 0.0" -767/ 3943V 0/ OH 5.50" 5.51 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "on spacing. ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.019" @ 3'- 1.0" Allowed = 0.404" MAX TL CREEP DEFL = -0.038" @ 3'- 1.0" Allowed = 0.539" nails staggered at: 9" oc in 1 row(s) throughout 2x9 top chords, 6" oc in 2 row(s) throughout 2x6 bottom chords, • MAX HORIZ. LL DEFL = 0.004" @ 8'- 10.3" 9" oc in 1 row(s) throughout 2x9 webs. MAX HORIZ. TL DEFL = 0.007" @ 8'- 10.3" 5-11-11 3-00-05 ** For hanger specs. -'(see approveo plans f f Design conforms to main windforce-resisting 3-02-13 2-06-06 3-02-13 system and components and cladding criteria. 1 12 T I T Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 M-4x6 load duration factor=l.6, Truss designed for wind loads 3M99 dIl 1 1 11111111111111111111113111111111111011 7 o M-5x10 M-3x6 M-6x8 M-3x8 l y y y 3-01-01 2-06-06 3-04-09 b 9-0o y �(9, .) PR OFe.,0 5 IN '',s, fp 4t :9782PE 'r JOB NAME : 5019-B POLYGON - EGIRD „„ .,100. Scale: 0.9311 ,�/ WARNINGS: GENERAL NOTES, unteas atharvdae noted / 40 Truss EGIRD I.Balderand erection controdorshould beadvised ofelGeneral Notes 1.Thisdeepnis based only upon the parameters shown and isfor anIndnldual I OREGON Oar and Warnings before construction commences. building component Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown*. Incorporation of component Is the responsibility of the building designer. =T, l Y 1 7.. 4 3.Additional temporary bracing to insure stability during construction 2.Design and SI lO the top and bottom Malls la be laterally braced et 77 Is the responsibility of me erector.Addnlonal permanent bracing of T o c el 10 o e respectively as unless bread throughout melt length by II DATE: 12/8/2015 the overall structure Is the responsibility continuous sheathing such as plywood required sheathing(TC)ender tlrywan(BC). of the balding designer. 3.2a Impact bridging Sr lateral bmdng where show*+ SEQ. : K 15 8 0 9 6 4 4.No bad should be applied to any component until after an bracing and 4.Installation OW.Is the responsibility of the respective contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes in:aaes ere to be used Inc non-cormeive environment, TRANS ID: LINK design loads be applied teeny component. end are for dry condn!an of use. 5.CompuTrue has no control over end assumes no responsibility lot the 6.Design enamel P41 bearing at all supports shown.Shim or wedge if EXPIRES" 12/31/2016 febrtcation,handling.shipment end installation of components. necoenry. 7.Desig6.The design is furnished subject to the limitations set forth by 8.Platesn nshall be Iopassumes leduoneboth facesdrainageio�msis,and placed so their center December 8,2015 TFIIWTCA in SCSI.copies of which wig be furnished upon request. Ines coincide odlh joint center lines. MITek USA,Ina/CompuTrus Software 7.6.6(1L}E 9.Digits indicate size or plate m Inches. 10.Far belle connector plate design values we ESR-1311.EBR-/Bee(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 ROOF #18BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1828) 3516 12- 3=( -153) 600 17- 8=( 0) 282 206 KDDF #1&13TR T2, T3 SPACED 24.0" O.C. 2- 3=(-4339) 1862 12-13=(-1375) 2769 12- 4=( -505) 772 8-18=(-1390) 416 BC: 2x9 ROOF #1&BTR 3- 4=(-3911) 1779 13-15=(-1565) 3953 4-13=( -264) 326 18- 9=( -143) 8699 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-3016) 1226 14-16=( -64) 165 13- 5=( -409) 1200 9-19=(-2522) 958 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2542) 1097 16-17=(-1368) 3664 13- 6=(-1663) 591 10-19=( -83) 283 2x6 ROOF #2 B DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-3946) 1524 17-18=(-1368) 3664 6-15=( -52) 999 19-11=( -725) 1602 TOTAL LOAD= 42.0 PSF 7- 8=(-3870) 1424 18-19=(-1023) 2990 14-15=( 0) 72 11-20=(-1802) 893 TC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2546) 999 19-20-) -69) 78 15- 7=( -116) 100 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 POP Ground Snow (Pg) 9-10=( -387) 227 15-16=(-1412) 3747 10-11=( -437) 230 7-16=( -452) 311 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 16- 8=( -105) 295 NOTE: 2x9 BRACING AT 29"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -258/ 1891V -99/ 1818 5.50" 3.03 KDDF ( 625) OVERHANGS: 12.0" 0.0" 42'- 0.0" -211/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) •` For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.322" @ 19'- 1.3" Allowed = 2.059" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL= -0.148" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.229" @ 41'- 9.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 7-11-11 ' 32-03-10 1-08-11 Design conforms to main windforce-resisting f fsystem and components and cladding criteria. 7-11-11 12-07-11 19-G7-10 1-09 �( 1 f 1 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -07-0 P-05-052-11-02 6-00-05 5-01-04 7-03-13 7.-03-13 6-06-07 1-08-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f f f f f f f f f f load duration factor=1.6, 12 12 End vertical(s) a exposed to wind, Tr ss d or ind ads 7.50 M-5x6(S) Q 7.50 inuthedplane off thewtruussoonly. M-9x6 =M-4x4 M-3x9 M-3x8 M-3x8 M-9x6 5 6 7 8 9 0 M-7x8 T1 • - m - Ti M-3x4 -1.5x3 3 ir M-3x8 _ A -N ...7.:B B -IM � . . 12 13 r 15 = ecmr •a -/ M-3x10 ,, 14 16 17 18 d, 19 20 M-5x10 1 o M-1.5x3 M18HS-3x18 0.25" M-3x5 _M-8x8 o 2X WEDGE M-5x10 M-1.5x3 W/(2) M-2.5X9 TY P. M-5x6(S) ('� �''y 12 3.75 4�1O ('fl OFt.(� 12 C7 1, ,1 . 1, y 1, ,1 >, y CO" NAG!N ' ,/ J' y 05-0 8 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 Ce.N " -K y .4 _ 1-00-05-08 11-06-08 28-00 y .t :9782 PE 1:".. ..._".../ ...did, JOB NAME: 5019-B POLYGON - F2 ,y 11111 Scale: 0.1487 - •� ..GON �v�'' WARNINGS: GENERAL NOTES, unless otherwise noted. /, v 1.Builder and erection contredur should be advised of all General Notes 1.This design Is based only upon the parameters Mown and's for an individual .q A Ly A iG ��. Truss: F2 and Warnings before construction commences building component.Applicability of design parameters and proper 7 'l a-I f J 2 b4 compression web bracing must be Installed where shown Incorporation of component Is the responsibility of the balding designer. 3.Additional temporary bracklg to Insure stability during construction 2.Deed assumes me top and bottom chords to be laterally braced e t /C- PA UL R 7 o.c.and at 10'ee t.c,respectively ueees braced throughout their length by is the responstblllty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andlar drywell(BC). DATE: 12/8/2015 the wend structure Is the responsibility of the balding designer. I 2e Impact bridging or lateral bracing required where shown•• SEQ.: Ki5 8 0 9 6 5 4.No bad should be applied to any component unto alter al bracing end 4.Installation of trues Is the responsibility of the respectNe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes susses are to be used in a nee.cetroaive environment. EXPIRES- 12/31/2016 TRANS ID: LINK design bads be applied to any component aedgnaesumesfalre for*thy cs.Fng at s. 5.CompuTrus has no control over and assumes no responslNlBy for the 8.Designassumesfail bee Eng e1 al supports shown.Shim or wedge If December 8,2015 ry fabrication,handling,shipment and Installation of components. 1.Design assumes adequate drainage le provided. 5.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both tacos of buss,and placed so their center TPIMTCA in BCSI,copies of which will be furnished upon request. Ines coincide wbh joint center lines. 9.Digits Indicate eta of plate In inches. MiTek USA.Ino./CompnTrus Software+7.6.6-SP1(1L)-E Io.For basic connector plate design values see 055.1311,EBR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" • IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-14=1-1912) 3516 19- 3=( -186) 600 20-10=1 -171) 889 206 KDDF #16BTR T2, T3 SPACED 29.0" O.C. 2- 3=(-4339) 2012 19-15=1-1461) 2769 14- 9=( -995) 772 10-21=(-2522) 968 BC: 2x9 KDDF #163TR 3- 4=(-3911) 1909 15-17=(-1719) 3953 4-15=( -269) 258 12-21=( -73) 216 WEBS: 2x9 REEF STAND; LOADING 4- 5=(-3016) 1381 16-18=1 -69) 165 15- 5=( -372) 1200 21-13=1 -663) 1602 2x9 KDDF #16BTR A; LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=) 0) 0 18-19=(-1919) 3664 15- 7=(-1663) 568 13-22=(-1802) 776 2x6 KDDF #2 B DL ON BOTTOM CHORD= 10.0 PSF 5- 7=(-2542) 1232 19-20=(-1414) 3664 7-17=( -39) 499 TOTAL LOAD= 42.0 PSF 7- 8=1-3946) 1675 20-21=1-1019) 2490 16-17=( 0) 72 TC LATERAL SUPPORT <= 12"00. EON. 8- 9=1-3870) 1511 21-22=) -67) 79 17- 8=1 -198) 141 BC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PIE Ground Snow (Pg) 9-10=(-2596) 1006 17-18=(-1496) 3747 10-12=( -387) 262 8-18=( -952) 347 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=1 0) 0 18- 9=1 -153) 245 NOTE: 2x4 BRACING AT 29"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( -437) 265 19- 9=( 0) 282 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-20=1-1390) 466 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -315/ 18911/ -99/ 1820 5.50" 3.03 KDDF ( 625) 92'- 0.0" -286/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) +' For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.333" @ 19'- 1.3" Allowed= 2.059" MAX TL CREEP DEFL = -0.612" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL= -0.153" @ 41'- 9.2" MAX HORIZ. TL DEFL= 0.224" @ 41'- 9.2" 9-11-11 28-03-10 3-08-11 NOTE:Design assumes moisture content does T 1' ' 'f not exceed 19% at time of manufacture. 9-11-11 10-07-11 19-07-10 1-09 ,( ,,(( Design conforms to main windforce-resisting 2-05-05f 2-04-01 5-01-04 7-03-13 2-04-0�1( system and components and cladding criteria. 2-07-04 1.-07-0f '4-00-05 f 1' 7-03-13 f ' 4-06-07 r 1264-10 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' 1' '1 '1 1 f 1 T '1 1 f--f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 7.50 177 .` 11 7.50 End vertical(s) are exposed to wind, M-5x6(S) 0 Truss designed forwind loads •M-4x6 =M-9x4 M-3x4 M-3x8 M-3x8 M-4x6 in the plane of the truss only.\ 5 7 8 9 10 2 M-8x8 '1•l LC1 'I.1 3 M-3x9 -, M-1.5x3 + + �I o c. -_ A = a M-3x8 0 I '/- /-- -10,- 4 15 ,' 17.s ---" - -- �1 0 /- M-5x10 M-3x10 0 16 18 9 20 21 22+ 0 M-1.5x3 M18HS-3x16 0.25; M-3x5 M-8x8 2x )WEDGE M-5x10 M-5x6(5) M-1.5x3 r c,O PRQ .R Q 3.75 W/(2) M-2.5X4 TYP. - `v CV 2 1, k k 1, k 01 01 k k e6 .�,,,``GINE• �✓ 2-05-08 5-00-06 6-07-14 5-01-04 7-02-01 7-00-05 7-03-13 1-02-14 c� ,'\v jp /. 01 01 01 k y -05-08 11-06-08 28-00 y 89782PE x.- 1-00 92-00 JOB NAME: 5019-B POLYGON - F3 .."� //_y Scale: 0.1317 G.a' ,1.�yq WARNINGS: GENERAL NOTES, unless otherwise noted' 1A.OREGON`[�c.,' l.. t Wader 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 ,,,y�I Y �`�: r (! Truss: E3 and VOamings before consirucllon commences. building component Applmabllily of design parameters and proper 7 •o J 2.2x4 compression web bracing must be Installed where shown Incorporation of component is the responsibility of the bolding designer. j,� 3 Adds:net temporary bracing to Insure 5)biiEy during construction 2 Design assumes the lap and bottom chords to be laterally braced al •� U [�` Ie the responsibility of the erector.Additional permanent bracing of 2 o c.and at 10 dc.respectively unless braced throughout their length by -AUL `! DATE; 12/8/2015 the overal structure is the responsibility of the building designer. continuousxIsheathing each as ednph/wg reod uir sheathing(TC)wheresown«r tlrywaA(BC). N 9 9 3.2x Impact bridging or iteral bndng required where shown«. SEQ. : Ki5 8 0 9 6 6 4.No bad should be applied to any component until after all bracing end 4.Incteletlon of truss is the responsibility of the respective contractor. fasteners are complete and et no time should any loads greater than 5.Design assumes trusses are to be used In non-corrosive environment. and are for"thy condition"of use. EXPIRES: 12/31/2016 TRANS ID: LINK design bads be applied to any component.5.OempuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all suppose shown.Brim or wedge If December 8,2015 ane, fabrication,handing,shipment and installation of components. 6.This design is furnished subject to the limitations set forth 7.Plate.assumes atled one drainage is provided. A by e.Plate.shell be with on both faces of truss,and placed so their center TPLMTCA In SCSI,copies of which will be furnished upon request. pigs Indicate wiv joint center inches.9.For b Isicicatseke r of pita ignha l MITek USA,Inc./CompuTrus Software+7.6.GSP1(1L}E 10.For basic connector plate design values see E513-1311,ES8-19813(MiTap This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #163TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1626) 3680 13- 3=(-460) 1175 8-19=( -432) 234 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-4490) 1788 13-14=(-1461) 3282 3-14=(-765) 414 19- 9=( -138) 659 WEBS: 2x4 KDDF STAND; 3- 4=(-3059) 1206 14-15=(-1063) 2532 14- 4=( -34) 313 9-20=(-1130) 427 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1106 15-17=( -845) 2395 4-15=(-498) 375 10-20=( -247) 612 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1019 16-18=( -32) 92 15- 5=1-408) 1120 20-11=( -30) 632 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2397) 1090 18-19=( -798) 2417 15- 6=(-755) 272 11-21=(-1938) 743 BC LATERAL SUPPORT 0= 12"OC. UON. TOTAL LOAD= 42.0 PSF 7- 8=(-2478) 1072 19-20=( -676) 2080 6-17=(-102) 504 21-12=( -110) 126 8- 9=(-2275) 968 20-21=( -432) 1080 16-17=( 0) 74 ---- LL = 25 PSF Ground Snow (Pg) 9-10=(-1422) 721 17- 7=(-262) 82 NOTE: 2x4 BRACING AT 24"01 UON. FOR 10-11=(-1732) 764 17-18=(-806) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -83) 102 7-18=(-232) 219 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 18- 8=( -46) 112 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 12.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -271/ 1888V -165/ 222H 5.50" 3.02 KDDF ( 625) 42'- 0.0" -223/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL= 0.198" @ 19'- 1.3" Allowed= 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" MAX HORIZ. LL DEFL = -0.109" @ 41'- 8.5" MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 11-11-11 22-03-10 7-08-11 NOTE:Design assumes moisture content does not exceed 198 at time of manufacture. 2-09 4-06-02 9-08-09 2-00-05 5-01-09 5-03-19 5-00-06 9-09-19 3-11-09 3-09-02 Design conforms to main windforce-resisting T 1' 1' 1' T 1' 4 T T 1' T system and components and cladding criteria. 12 12 M-5x6(S) M-4x6 Q 7.50 Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 M-9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x4 M-3x4 0,25" M-3x9 5 6 7 8 9 0 load duration factor=1.6, 00 ,• End vertical(s) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. M-3x4 1 4 , M-1.5x3 M-3x6 + ? a 3 0 M-3x8 I o v 1 `� 13 19 15r 17 - ms : M-3x9 M-3x8 0 16 18 zo **21 I M-5x8 o il-1.5x3 M-6x8 0.259 M-3x8 -=.14-4x4 0 x3.75 2X WEDGE M-5x8 M-5x6(5) -`""`/'� 12 W/(2) M-2.5X4 TYP. 4 c1O P R.Ope 1 1 1 1 1 1 1 1 1 ` �` f 61 2-05-08 4-06-02 9-07-14 2-06-05 5-01-04 7-08-04 7-08-09 7-09-07 1 ,\ . . �� � jh f(��y 1 2-05-08 11-06-08 28-00 1 .c :9782PE f`9r 1-00 92-00 • JOB NAME: 5019-B POLYGON - F4 ./ Scale: 0.1538 C/ WARNINGS: GENERAL NOTES, one=s otherwise notetl. 9,/�.REGON rt.(�� @"' 1.Raider and erection contractor should be advised of all General Notes 1 This daiegn is based only upon the parameters shown end is for en IndlWdual �„y7 Truss: F4 and wemmgaEater construction commences. building tamponnt.apglabeityofdesignparametersandproper 7� V 4 y ✓moi 2.7x4 compression 5mb bedsit must be masted Where shown+ incorporation ei component is the responsibility of the butltlhp designer. L 3.Additional temporary bsdng to Insure stability during construction 2 Design assumes the top end bottom cctNely hords ins to be nn ghy bread et `, h U by is the reaponibllity of the erector.Additional permanent bracing of 7continuous asheathing rsuch as as shammg(�)end/ordrywaNWC). 1:1'11 "' DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.25 impact bridging or lateral bracing required where shown** S E K 15 8 0 9 6 7 4.Na bad should be applied to any component until after all bradng and 4.Installation of trues is til reasonability of the respective contractor. 4' ' fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used b a nen.cerreave environment. EXPIRES: 12/31/2016 . design loads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK 5.CompuTrushas nacontrolover and assumes noresponsibility for the B.Oestgnassumes full bearing eteAsupports shown.Shim arwedpalf December 8,2015 entry' fabrication,handling,shipment and installation of components. 6.This design le furnished subject to the limitations set forth7.Design assumes coded en drainage is ruslded. by 8.Plates shall be hued on both faces of truss,and placed so their abler TPII TCA b SCSI.apes of which will be furnished upon request. Ines coincide with joint center Anes. 9.Digits indicate aka of plata in Inches. MiTek USA,Inc./CompuTrus Software+7.6.6-SP1(1L)-E 1g.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq-1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1774) 3680 15- 3=(-505) 1175 10-22=(-1131) 476 BC: 2x4 KDDF 01&BTR SPACED 24.0" O.C. 2- 3=(-9490) 2009 15-16=(-1593) 3282 3-16=(-768) 450 12-22-) -241) 614 WEBS: 2.4 KDDF STAND; 3- 4=(-3059) 1370 16-17=(-1160) 2532 16- 4=) -42) 313 22-13-) -111) 628 2x9 KDDF STUD A LOADING 4- 5=(-2602) 1282 17-19=(-1016) 2395 4-17=(-499) 314 13-23=(-1938) 879 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32. ISE 5- 6=( 0) 0 18-20=( -38) 92 17- 5=(-459) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 12., PIF 5- 7=(-2140) 1162 20-21=) -937) 2917 17- 7=(-755) 324 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 42.2 PEP 7- 8=(-2397) 1260 21-22=( -812) 2080 7-19=( -94) 513 8- 9=(-2478) 1218 22-23=( -506) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1106 19- 8=(-275) 78 NOTE: 2x9 BRACING AT 24"00 UON. FOR 10-12=(-1422) 828 19-20=(-949) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 0 8-20=(-232) 248 ----- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 894 20- 9=( -60) 126 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM GF 10 PSF. 13-19=( -83) 103 9-21=(-432) 237 OVERHANGS: 12.0" 0.0" 21-10=(-141) 671 BEARING MAX VERT MAX HOPE BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -339/ 1888V -166/ 223H 5.50" 3.02 KDDF ( 625) 92'- 0.0" -303/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.215" @ 19'- 1.3" Allowed = 2.054" MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed = 2.739" 13_11_11 18-03-10 9-08-11 MAX HORIZ. LL DEFL = -0.118" @ 41'- 8.5" �( MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 4-06-02 2-02-0{9 5-01-04 5-00-06 2-02-08 3-09-02 2-09 ' T 4-06-02 ' 0-00-05 ' 5-03-14 f -09-19f f3-09-02' ' NOTE:Design assumes moisture content does T cc c f f , cc cc cc cc 'r not exceed 198attime of manufacture. 12 12 Design conforms to main windforce-resisting 7.50 177 M-5x6(S) ' 7.50 system and components and cladding criteria. M--x9 1 0.25" Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M-3x4 M-3x4 M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), if __ _ _ load duration factor=1.6, End Vertical(s) a exposed to wind, M-3x4 M-3x6 Truss designed forewind loads in the plane of the truss only. M-1.5x3 M-3x6 + 4 -/ 0 M-3x8 /1- •• \ o Cit lt � 1/\/ M-3x4 0 6 0 21 * 23 of M-5x8 I M-3x8 M-11.5x3 M-4x8 0,25" M- x8 _M-9x 2X WEDGE o o M-5x8 W/(2) M-2.5X4 TY P. a 3.75 1! fl M-5x6(5) �('\ PR ops C 12 51 '.;%(''y y y y y y y y y co �GINEc<02-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 � e "1-0-05-08 11-06-08 28-00 �• 89782PE Ir.., 42-00 JOB NAME: 5019-B POLYGON - F5 i / Scale: 0.1288 v WARNINGS: GENERAL NOTES, Unless otherwise noted' ?/ ON _ 1.Builder and erection contredor should be advised of all General Notes 1.ThIs design b based only upon the parameters shown end Is for an Individual •,/ , oi, Truss: F5 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 2.2x4 compression WO bracing must be Installed where shown 4. Incorporation of component Is the reeponstbWlty of the building designer. �.r 3.Additional temporary bracing to inure stability during eenetruction 2.Design assumes the too and bottom chords to be btera0y braced at r, h A U L f3. Is Me responsibility of the ardor.HddC ens)p.ne.neM lancing of continuous o.c.and at 10 o.c.reach a.pty unless braced throughout their length by 7"f{ s~ DATE: 12/8/2 015 the overall structure Is the responsibil the balding designer. Ztimps Mor such a.acng requiredd ia where s e on cr drywell(BC). responsibility of3.2s Impact bridging or bbrel bracing where Mown< SEQ.: Ki5 8 S 9 6 8 4.No bed Mould be applied H any component until after al bredng and 4.Installation of truss Is the responsibility of the respective contractor. y {] .A )/ + .4 fasteners are complete and at no time should any bads greater than 6.Design assumes w.aes are to be used In a non-corrosive environment, EY1 R LTI E.�': I`C./.`�I I'�O 1 f) TRANS IO• LINK deAgnte ds be pi dtonycompanem. and aretor•drycondluon^of use. 5.OempuTrua has no control ever and assumes no reepansiblAty for the 6 Designassumeslull bearing at all supporta show.Shim or wedge It December 8,2015 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by B.Plates shall be located on both feces of bun,end placed so their center TPIAN1CA in BCSI,copies of wtrkh v,))be furnished upon request. Ines ecindde with Joint center lines. es. MITek USA,Inc./Com uTrus Software+7.6.6-SP11L}Eto.Digits Indicate plate sIn ign values P ( .Forbariccate sae f plate lie ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 92'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-1929) 3685 15- 3=( -552) 1176 10-22=(-1130) 582 BC: 2x9 ROOF #16BTR SPACED 24.0" 0.C. 2- 3=(-4490) 2234 15-16=(-1732) 3286 3-16=( -771) 987 12-22=( -280) 616 WEBS: 2x9 KDDF STAND; 3- 9=(-3059) 1593 16-17=(-1272) 2532 16- 4=( -50) 313 22-13=( -190) 625 2x9 KDDF STUD A LOADING 4- 5=(-2602) 1457 17-19=(-1203) 2395 9-17=( -499) 301 13-23=(-1938) 1007 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 5- 6=(-2140) 1288 18-20=( -45) 92 17- 5=( -599) 1120 23-14=( -110) 126 TC LATERAL SUPPORT <= 12"OC. LION. DL ON BOTTOM CHORD= 10.0 PSF 5- 7=( 0) 0 20-21=(-1103) 2417 17- 6=( -755) 978 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD= 92.0 PSF 6- 8=(-2397) 1997 21-22=( -982) 2080 6-19=( -99) 522 8- 9=(-2478) 1398 22-23=( -580) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-10=(-2275) 1274 19- 8=( -287) 79 NOTE: 2x9 BRACING AT 24"OC UON. FOR 10-12=(-1422) 912 19-20=(-1125) 2912 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PDF LIMITED STORAGE 11-12=( 0) 0 8-20=( -232) 288 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 12-13=(-1732) 1015 20- 9=( -89) 195 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=( -83) 106 9-21=( -432) 232 OVERHANGS: 12.0" ,0.0" 21-10=( -135) 684 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x9 or equal at non-structural 0'- 0.0" -412/ 1888V -166/ 229H 5.50" 3.02 KDDF ( 625) vertical members (uon). 42'- 0.0" -387/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) * For hanger specs. - See approved plans 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 . MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 15-11-11 14-03-10 11-08-11 MAX LL DEFL = 0.236" @ 19'- 1.3" Allowed= 2.059" MAX TL CREEP DEFL= -0.374" @ 19'- 1.3" Allowed = 2.739" 7-09-13 8-01-14 8-05-07 9-09-14 7-09 MAX HORIZ. LL DEFL = -0.128" @ 41'- 8.5" 4-06-02 2-02-13 5-04-01 5-00-06 4-00 3-09-02 MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 1 2-09'' I 4-06-02 117J09-63 T 5-03-14 T 1-60106 T3-09-02i i' 1 1 f--f NOTE:Des ign assumes moisture content does m not exceed 198 at time of manufacture. 12 =M-4x4+ 12 7.50 7 M-5x6(2) 11- .. 7.50 Design conforms to m windforce-resisting M-3x4 f -M-4X4+ system and components rand cladding criteria. M-9x6 M-3x9 M-3x4 M-4x6 Wind: 190 mph, h=29.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 5 8 O9 25" 10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3x5(5) load duration factor-1.6, 6M-3x6 End vertical(s) areexposed to wind, M-3x4 1 Truss designed for wind loads in the plane of the truss only. + M-1.5x3 M-3x6 + a ted, ..._K\Y io M-3x8 u�-- `•, o a, 1 `.5 16 1.17 19 .:: ._. -/o o M-5x8 M-3x4 o M-18 20 21.5x3 M-6x8 0.25" MZ322 ] x8 =M-4x4 0 2X WEDGE M-3X8 M-5X8 W/(2) M-2.5X4 TYP. �'y p 43.75 M-5x6(S) D PRoFk. 12 (�,iC J" , l , , l 1 l ,1* C;CC r GINS i?' 2-05-08 4-06-02 4-07-14 2-06-05 5-01-04 7-08-04 7-08-04 7-04-07 )' � Ve' fio9 02"�e l 2-05-08 11-06-08 28-00 l .. 89782P E r"' 1-00 42-00 / JOB NAME : 5019-B POLYGON - F6 (� Scale: 0.1248 try WARNINGS: GENERAL NOTES, unless otherwise noted: 9 -94.OREGON• �* !'• I.Builder and erection contractor should be advised of ant General Notes 1 This design b based anty upon the parameters shown and is be en individual rf.� _ I[4 �.s. Truss: F 6 and Warnings before conetrudbn commences. building component Applmbillty of design parameters and proper CJB V� i, . 2.2t4 compression web bracing must be installed where she... incorporation or component is the responsibility of the bulking designer. • 3.Additional temporary bracing to Insure stability during 00 eBedbn 2.Design assumes the top and bottom chords to be laterally braced eat n /'A U L i1\ Is me responsibility of the erector.Additional permanent bracing of o on.and et 10 o.c.reach as ply unless braced throughout their length by `F DATE: 12/8/2015 the overall structure Is the responsibility of the building de continuous sheathing such l b wing re uiredMere s and/or e drywell(SC). ^g Ngnar. 3.h Impact bridging or lateral bracing required where shown++ SEQ. : K 15 8 0 9 6 9 4.No wed should be applied to any component until after al bredng and 4.Installation of truss Is the responsibility of the respective contradar. . faatenere are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non.9arrowe environment. EXPIRES: 12/31/2016 design bads be applied to any component. and are for"dry Condition"of use. TRANS ID: LINK 6.Design assumes Ml bearing at all supports Nrown.Shim or wedge if 5.Compurruahaausrontroloverandassumesnoreaponalbnitybrthe n a,aary. December 8,2015 fabrication,handling.shipment end Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of Cruse,and placed so thee center TPIMTCA in SCSI,copies of which will be furnished upon request. lines coincide WMh joint anter lines. 9.Digits indicate aka of plate in Inches. MiTek USA,Inc./CompuTrus Software*7.6.6SP1(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 1415BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-15=(-2112) 3701 15- 3=( -608) 1181 11-22=(-1130) 759 BC: 2x4 KDDF 1616BTR SPACED 24.0" O.C. 2- 3=(-4490) 2456 15-16=(-1896) 3300 3-16=) -773) 512 12-22=) -342) 614 WEBS: 2x9 KDDF STAND; 3- 4=(-3059) 1710 16-17=(-1413) 2535 16- 9=( -55) 313 22-13=( -245) 623 2x4 KDDF STUD A LOADING 4- 5=(-2602) 1622 I7-19=(-1392) 2395 4-17=( -499) 301 13-23=(-1938) 1144 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2140) 1427 18-20=( -54) 92 17- 5=( -737) 1120 23-14=1 -110) 127 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=(-1308) 2417 17- 6=( -755) 629 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PIF 6- 8=(-2397) 1636 21-22=(-1173) 2080 6-19=( -147) 525 8- 9=(-2978) 1622 22-23=( -657) 1080 18-19=( 0) 74 LL = 25 PSF Ground Snow (Pg) 9-11=(-2275) 1981 19- 8=( -292) 91 NOTE: 2x4 BRACING AT 24"OC DON. FOR 10-12=( 0) 0 19-20=(-1349) 2412 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-1425) 1012 8-20=( -232) 341 -- LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-1732) 1133 20- 9=( -117) 169 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PIF. 13-14=( -83) 106 9-21=( -432) 253 OVERHANGS: 12.0" 0.0" 21-11=( -156) 697 BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE 10.IN. (SPECIES) vertical members (uon). 0'- 0.0" -989/ 1888V -167/ 225H 5.50" 3.02 KDDF ( 625) 92'- 0.0" -472/ 1757V 0/ OH 5.50" 2.81 KDDF ( 625) ** For hanger specs. - See approved plans 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LI, DEFL = -0.002" @ -1'- 0.0" Allowed= 0.100" 17-11-11 10-03-10 13-08-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.261" @ 19'- 1.3" Allowed= 2.054" 7-09-13 10-01-14 ..f(( 6-05-07 9f09 -19 7-09 f MAX TL CREEP DEFL = -0.374" @ 19'- 1.3" Allowed= 2.739" 9-06-02 2-02-13 1-01-09 �3-10-03 5-00-06 3-09-02 MAX HORIZ. LL DEFL = -0.190" @ 41'- 6.5" .�(( MAX HORIZ. TL DEFL = 0.173" @ 41'- 8.5" 2-09 1 19-06-02 ' '13-11-11 " 5-03-14 ' 1-c724)2 13-09-021 T 1 '1 4 1' T 4 1' 1 ?,f T T 12 12 NOT E:Design assumes moisture content does not exceed 19% at time of manufacture. 7.50 177 7 10 ' 7.50 Design M-3x4 M-5x6(S) system conforms main wind omponentsndaddingrcristing teria. M-4x6 M-3x4 M-4x6 Wind: 140 mph, h=24.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 6 M-8 x4 0925" 11 2 (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), y„ load duration factor=l.6, M-3x5(S) End vertical(s) are exposed to wind, M-3X9 1,34-3x66 Truss designed forwind loads 3 in the plane of the truss only. + 144-1.5.3M-3x6 g tea, 3 0 . M-3x8 Y- A o d ,y- o , /- �'7 5 16 r 17 19 :� _ _ �M / M-3x9 0 18 20 21 22 **23 I o M-5x8 ) M-3x8 M-1.5x3 M-6x8 0.25" M-3x8 =M-4x4 CD 2X WEDGE M-5x8 M-5x6(S) ..G13.75 W/(2) M-2.514 TYP. 12 2-i, y 05-08 9-06-02 4-07-14 2-06-05 5-01-09 7-08-04 7-08-04 7-04-07 �. - 4 R 0 y y os-oe 11-06-08 28-00 y �;' -7 y 89782PE r' � 1-00 92-00 JOB NAME: 5019-B POLYGON - F7 40 AIM Scale: 0.1299 Kyy {�� (,('�r�' (0 WARNINGS: GENERAL NOTES, unless otherwise noted ,y O'•E`er^ON Qom' T 1.Builder end erection contractor should be advised or e8 General Notes 1.This design Isbased only upon the parameters shown and Isfor anindividual G� �: e rt.. � Truss: F7 and Warnings before construction commence, building component.Applicability of design peremetera and proper 2. 4 2e4 compression web bracing must ha Installed where shown.. • Incorparadenelcomponent bme responsibility of the bonding designee. -t 3.Additional temporary bracing to Insure stability during conetructbn 2.Design assumes the top and bottom Marta to be laterally braced et /+v [�y is the responsibility of the enctsr.Additional permanent bra 19 of 2'oc siu,11000.reach..ply oases braced throughout their length by I"' `-. DATE: 12/8/2 015 the overall structure la the responsibA f the bulling designer. 2,mpact si g;ng or Nath ea plyng re airedsheatltere s a e,n'r drywag(BC). ky° 3.In impact bettrag or the relprealbng required where shown SEQ.: Ki5 8 0 9 7 0 4.No bad should ba applied to any component osis after all bracing end 4.Installation Ohne Ie the responsibility of the respective contractor. 12/31/2016 N / .N)r] {�+ fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, EXPIRES: I ! 17 GO 14. TRANS ID: LINK design loads beappledtoany component. and are for"dry condiion"of use. N.GompuTn a has no control over and assumes no responsibility for the 6.Design assumes MI bearing at ell supports shown.shim or wedge If December 8,2015 fabrication.handling,shipment and Installation of components. 7necessary. 8.This design is furnished subject to the limeatlens set forthe.Design enumes adequate tonefaces drainage is grossed. g by e.Ins Plates inell a with join on beth hcas of truss.and placed so their center TPUWfCA in SCSI,copies of which will be furnished upon request. Ines coincide vMh lolnl center Ines MlTek USA,Inc./Com UTfUs Software+7.6.6-SP1 1L E 9.Digits Indicate size of plate In inches. P ( )• 10.For bade connector plate design values see ESR-1371,ESR-1988(Weld This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1030) 2436 3-12=( -236) 300 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-2811) 1135 12-13=( -831) 2148 12- 4=( -134) 436 WEBS: 2x4 KDDF STAND 3- 4=(-2627) 1142 13-14=( -598) 1740 4-13=( -581) 423 LOADING 4- 5=(-2066) 1050 14-15=( -616) 1480 13- 5=( -334) 771 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 15-16=( -47) 56 13- 7=( -111) 168 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-1700) 995 7-14=( -478) 263 TOTAL LOAD = 42.0 PSF 7- 9=(-1527) 928 9-14=( -266) 674 8- 9=1 0) 0 14-10=( -152) 195 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-1880) 990 10-15=( -484) 321 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-1825) 815 15-11=( -609) 1540 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-16=(-1713) 856 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 1894V -258/ 318H 5.50" 3.03 KDDF ( 625) 42'- 0.0" -315/ 1772V 0/ OH 5.50" 2.84 KDDF ( 625) .0 For hanger specs. - See approved plans ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.129" @ 17'- 7.4" Allowed = 2.054" MAX TL CREEP DEFL = -0.229" @ 17'- 7.4" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.055" @ 41'- 10.3" 0-07-08 MAX HORIZ. TL DEFL = 0.087" @ 41'- 10.3" 18-04-11 7-10-05 15-09 1' f f f Design conforms to main windforce-resisting 6-02-09 5-09-05 5-09-05 4-08-13 3-01-082-02-13 6-06 7-00-04 system and components and cladding criteria. '( '( '( 1.1' 1' 1' ' 1' ' Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 18-00 M-3x4 13-09 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q q M-3x4 B 1' '( load duration factor=l.6, M-4x6 12 Truss 12 M-4x6 6 M-3x4 '''-,17.50 inthe plane designed for ofthewtrussind oonly. 7.50 p 7 .. " ` Q 7.50 M-5x6(S) M-2.5x4 or equal at non-structural diagonal inlets. 0.25"7 4 M-3x4 0 M-1.5x3 3 + + M-3x6 0 1 0 0 i0 o ,y- I c I'- - KO 1 ,f Ill r i M-3x6 M-3x4 b3.25" 0.25;'4 -M-4x4 M-1.5x3 826 (�R1,/�•1� M-5x8(S) M-5x8(S) GIN Ss� y 9-01-03 y 8-06-04 y 11-00-02 y 6-07-12 y 6-08-12 C! .ro•- R ryt�; 444 C4- 1-00 42-00 89782 E r JOB NAME : 5019-B POLYGON - F8sale, 0.1398 '•. -.....e. •. -.00.• • • NW WARNINGS: GENERAL NOTES, unlasa otherwise noted. ..a� p �'a/+y/� /�., 1.Builder and eredlan contredor should be advised of all General Notes 1.Thio design Is based only upon the parameter.shown and Is for an individual , f '4,OREGON M T''J.x},,. Truss: F 8 and Warnings before construction commences. building component.Applicability of design parameters and proper +�y�..,�e I tc IP 2.244 compression web bradng must be installed where shown+. Incorpor.8on of component la the responsibility alike building designer. G� /, . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes ms top and bottom chaste to be later.Ay braced at _4�^ lathe responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10 o.c.resly uttese braced throughout their length by N. continuous sheathing such ch aas s plywood sheathing(TG)audio dryweA(BG). r-A 1 L 1 L '�'\ DATE: 12/8/2015 the overall structure Is the nreponelbNlty of the building designer. 3.24!mad bridging or lateral brodng required where shown++ 1./ SEQ. : K 1 5 8 0 9 7 1 4.No load should be applied to any component until aver all bracing and 4.Installation of tmas is the tssponsibildy or the reapeathre contredo, fasteners are compete and at no time should any bads greeter than 5.Design assumes trusses ere to be used in e noncorrosive environment, TRANS I D: LINK design bads be applied to any component. and.r.for dry ondmon^or use. 5.CompuTrue hes no control over and assumes no responsibility for the e.Desitin assumes Mi bearing at ell supports shown.Shim or wedge If EXPIRES: 12/31/2016 rabrlosn, thhandling,shipment and installation of components. 7.Degassumes adequate drainage is provided December 8,2015 6.This design h furnished subject to the limitations eel forth by 8.Plates shall be located an both races of tons,and paced so their center TPIM'PCA in 8191,copes of which dell be furnished upon request. Anes coincide with Joint natter Imes. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTruS Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(Web This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 60 2-13=(-1343) 2636 3-13=( -123) 200 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2- 3=(-3051) 1683 13-14= 1671) 3469 13- 4= -509) 1102 WEBS: 2x4 KDDF STAND (- ( 3- 9=(-2851) 1634 14-15=(-1059) 2998 13- 5=(-1337) 707 LOADING 4- 5=)-2360) 1441 15-16=( -852) 2151 19- 5=(-1462) 1192 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=( 0) 0 16-11=(-1078) 2439 14- 7=(-1254) 1979 BC LATERAL SUPPORT <= 12"OC. 0051. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3945) 2430 7-15=(-1312) 1020 TOTAL LOAD = 42.0 POP 7- 8=(-2117) 1383 15- 8=(-1162) 1918 8- 9=(-2159) 1310 15- 9=( -791) 505 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1433 9-16=( -134) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3091) 1997 16-10=( -278) 337 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX MORE BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -487/ 2057V -319/ 318H 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural 96'- 3.0" -902/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) vertical members (uon). ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 0-06-13 MAX LL DEFL = 0.368" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.544" @ 15'- 8.9" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" 26-03 20-00 f - ` MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 6-04-13 9-11-14 9-10-05 6-08-02 13-03-14 MAX HORIZ. LL DEFL = -0.100" @ 45'- 9.5" 5-01-03 �4-08 5-07-11 5-00 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.147" @ 95'- 9.5" 4 4 T 'f 1 1 1 4 4 T 10-00 fDesign conforms to main windforce-resisting system and components and cladding criteria. 12 12 M-4x6 12 7.50 F.77 7.50 0 4. " 'S-.]7.50 Wind: 190 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, g .0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), %44, load duration factor=l.6, M-5x6(S) Truss designed for wind loads M18HS-5x16 3.1 in the plane of the truss only. 6 M-4x6 7 0.25" M-4x6 4 S +1 M-3x5(5) \Illio,M-1.5x3 M-1.5x3 + + + + o CD 4. /� 1/: l'' 4'n. c ,0 �j�pj --3x8 13 14 'r 15 16 \2 ?' (-4l�`Cr 0.25" M-5x6 0.25" M-3x4 M-3x8 \ G .t M-5x8(S) M-5x8(S) y y GINE S/ 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 4' 1 O 1 0 ��C! . ppry Q p 46-03 077Ql-E t--- JOB NAME : 5019-B POLYGON - F9 • Scale: 0.1216 ,. WARNINGS: GENERAL NOTES, unless otherwise noted, )�„ ,- Truss: F 91Builder and erection contractor Mould be ativleed of all General Notes I.This design Is based only upon the parameters Mown and is ler an Individual 1Sf 0 REG ON ryf1_,J end Warnings before construction commences building component.Applicability of design parameters and proper `i Q` Z.B,4 compreabn web bracing must be installed where shown.. Incoryontlon of component Is the responsiblity of the building designer. '"e4 j Y � ` 3.Additional temporary bracing to Insure stability during conaWction 2 Design and 15 the top and bottom thorns to d t raughe braced et Is the responsibility of the erector.Addhfonal permanent bracing of 2 o.c.end at 70 o.c.respectively unless Mated throughout their length by131- DATE: 12/8/2015 the overall structure Is the responsibility of the building designee continuous sheathing such as plywood meed here s dna/or OrywaA(BC). i. 2Y ('6 4.Ne load Mould be applied to any component until 3.In Impact bndpm0 or lateral Gracing required where shown++ r--,4 T s SEQ.': K 15 8 0 9 7 2 ponen u il after ail bracing end 4.Installation of truss is the responsibility of the respedhe contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and era for"dry condition"of use. 5.CompuTrushas nocontrol over and assumes nereaponalblleyTarthe S necessary.Destgn es fit earingatCUsupponsehown.Shim orwedge if EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. wry' I,� S.This design 4 Nmished subject to the limitations set forth by 7.Pats s assumes adequate drainagefcto truss, December 8,2015 S.Plates snail be located both laces of Wail dna placed as their canter TPI/WTCA In BCSI,copies of which colli be furnished upon request. Anes coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(114-ZS Digits Indicate size of plata In Inches. 7 C For basic connector plate design values see ESR-1371,ESF8.1 ASS(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1240) 2616 3-13=( -130) 210 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3051) 1568 13-14=(-1506) 3437 13- 4=( -461) 1093 WEBS: 2x9 KDDF STAND 3- 4=(-2851) 1515 14-15=( -964) 2480 13- 6=(-1350) 630 LOADING 4- 5=( 0) 0 15-16=( -802) 2141 14- 6=(-1462) 1058 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1339 16-11=(-1030) 2439 14- 7=(-1101) 1943 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=)-3907) 2236 7-15=(-1297) 945 TOTAL LOAD = 42.0 PSF 7- 8=(-2117) 1322 15- 8=(-1097) 1905 8- 9=(-2147) 1243 15- 9=( -741) 507 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1364 9-16=( -136) 535 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1373 16-10=( -278) 339 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12-) 0) 60 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -442/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -380/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) M-1.5x4 or equal at non-structural vertical members (uon)n ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.347" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.540" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 14-04-11 1-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = -0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.146" @ 45'- 9.5" 5-01-03 4-08 3-10-04-09- 07 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T T T T T T T T T T 10-00 Design conforms to main windforce-resisting T T system and components and cladding criteria. 12 12 M-4x6 12 Q 7.50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 7.50 9.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 8 <V load duration factor=1.6, \ Truss designed for wind loads 3.1 M-5x6(5) in the plane of the truss only. M-5x10 M-9x6 0.25" 5 M-9x6 4 6 +I M-l.ax3 + + D M-1.5x3 + 3 + - c 1 1'r 19 'f 15 16 \2 o ti� � P R opk. -3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 I o o M-5x8(S) M-5x8(S) Gs 1 l l y '. � I9 '. 0 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 �� y y l 17 1-00 46-03 1-00 :9782PE ti' JOB NAME : 5019-B POLYGON - Fl0 -+�+/ • Scale: 0.1216 v (� WARNINGS: GENERAL NOTES, unlessen these noted 7• ,.a •$7 RE /'kl�� 1.Raider and erection contractor should be advised of all General Notes 1.This design is based only upon parameters shown and is for an individual ff 7 R O h Truss: F10 and Warnings before consWmbncommences. building component.Applksbiltyofdesign perimeters and proper V ,ry, 2.Wx4 compression web bracing must be Installed where shown•. incorporation of component is the responsibility of the building destine,. V 1 A[y�y: A lj t'"C_ 3.Additional temporary bracing to Insure stability during construction 2.Design end,t l O the top end bottom Grohs to be througateraiRhout braced at Ft 1 _+i(yv Is the responsibility of the erector.Additional permanent bradn f 7 c.c. et 10 c.c.each as respectively unless braced throughout their length by V g° continuous sheathing such as plywood shwthing(TC)andlor drywsN(RC). r-A +L ;1` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.at lmpad bridging or lateral bracing required where shown•• v 4.Na load ahead be applied to any component until after allbredrg and 4.Installation or trues la the responsibility of the reapeNNs contractor. SEQ.: K 15 8 0 9 7 3 fasteners are compete and at no time should any dads greeter than 5.Design assumes Busses are to be used in a nun-cerroelve environment, TRANS ID: LINK design loads beapplieedtoany component. endgnassmesfulare for'dry dmon•ofutal 5.CompuTras has no control over and assumes no responsibility kr the s.Dergn.somas 541 beann9 I eN sappurr sir van shim a,wedge B EXPIRES:. 12/31/2016 eery, fabrketion,handling,shipment end instalheen of components, 7.Design assumes adequate drainage Is provided. December 8,201 5 6.This design is famished subject to the limitation,set forth by 8.Plates Mag be located on both faces of truss,end paced so their center TPW07CA in SCSI,copies of which AN be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate sae of plate in inches. MiTek USA,Int./CompuTrus Software 7.6.6(1L)-2 10.For basic connector pate design values we ES12-1311,ESR-1888(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1513TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-12=(-1085) 2574 3-12=( -197) 297 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2- 3=(-3051) 1317 12-13=(-1253) 3387 12- 9=( -450) 1093 WEBS: 2x9 KDDF STAND 3- 4=1-2851) 1250 13-19=1 -829) 2953 12- 5=(-1355) 596 LOADING 4- 5=(-2351) 1130 14-15=( -725) 2126 13- 5=(-1462) 850 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PIE 5- 6=(-3887) 1938 15-10=1 -956) 2439 13- 6=) -862) 1896 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PIF 6- 7=(-2119) 1230 6-14=(-1279) 830 TOTAL LOAD = 42.0 PSF 7- 8=(-2138) 1151 14- 7=( -999) 1886 8- 9=1-2780) 1268 14- 8=1 -790) 509 NOTE: 2x9 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3091) 1278 8-15=1 -140) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=1 0) 60 15- 9=( -277) 343 ---------- --- BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -343/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 96'- 3.0" -346/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.313" @ 15'- 8.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.533" @ 15'- 8.4" Allowed = 3.022" MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 97'- 3.0" Allowed = 0.133" • MAX HORIZ. LL DEFL = 0.088" @ 45'- 9.5" 12-09-11 3-03-11 10-06-10 20-00 MAX HORIZ. TL DEFL = 0.195" @ 45'- 9.5" 5-01-03 4-08 5-07-11 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 T T T T T f T T f Design conforms to main windforce-resisting 10-00 system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7.50 17 7.50 9 0" ' 7.50 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 7 Truss designed for wind loads in the plane of the truss only. 3.1 M-5x6(5) M-4x6 • 0.25" M-9x6M-5x10 4 s +I 41, 11111110p.M-1.5x3 + + M-1.5x3 3 + w 41 1 1/.._-3x8 0.25" M-5x6 0.25" M-3x4 M-3x8 1 1 .� ,0 PR.0F•- 1 M s y(s) l M-5x8(S) l ,1 '� C'`,\GIN �;C ro 9-07-07 6-00-15 10-06-10 9-06-05 10-05-11 �J" CR��7�7(��•y pp 1-00 96-03 1-00 ��/ :•770'2 E 9r JOB NAME : 5019-B POLYGON - F11 v✓ �� . Scale: 0.1216 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: F 11 1.Builder and erection contractor:Mould be advised of all General Notes This design is based only upon the parameters shown ands for an Individual -y OREGON ,N. and Warnings before consirudion commences. building component.Applicability of design parameters and proper 'S 4{f. (5 ) 2.2a4 compression web bracing must be Installed where shown e, Incorporation of component b the roepansibRhy of the building designer. I.,ay� C�A`- A Y: (!4. 3.Additional temporary bracing to Insure debility during construction 2 Design assumes ms top ant bottom chorda to be laterally Raced at 7 a-I Y 1 is the responsibllRy of me erector.Adtlhbnet permanent bredrp of 2 o.c.end et 10'o.c.rsepedsety unless braced throughout their length by j DATE: 12/8/2015 the overall dnioture 6 the responsibility f the building designer. continuous sheathinginsuchr l bs splywoodang re uiredsheatshore s auction tlrywnA(BC). PA, +t .i:‘\ sPo^ N a g3.2a Impact hof rus or th lateral bracing reqility uired the where shown•t e U 1� SEQ.: K1580974 4.NobedMould c be mleteetltoonoti mphoul untyafter aAbracing and 4. entas ome,rIsiesareob used In on-corrosive fasteners are complete end at no time should any beds greeter than 5.Design aswmes trusses are to be In a noncorrosive environment TRANS ID: LINK design loads be applied to any component. end are for"dry condition'of use. 5.GompuTnis hes no control over and names no responsibility ler the 6.Design assumes full bearing at all supports shown.Shim or wedge It EXPIRES. 12/31/2016 fabrication.handling,shipment and installation N components. ne d ge names adequate drainage is provided. 6.This design Is furnished subject to me limitations eel forth7.Design nh by e.Plates shag be located on both faces of aw.and placed so their center December 8,2015 ' TPIIWTGA in BCS),copies of which wit be furnished upon request. Ones coincide with john center Ilnes. MlTek USA,Inc./Com uTrus Software 7.6.6 7L Z 9.Digits Indicate sRe of plate In Inches. P ( )- 10.For basic connector plats design values see ESR-1371,ESR-19e8(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIE"CATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KIDE nil4BTR LOAD DURATION INCREASE = 1.15 1-2=(-65) 69 1-3=(0) 0 BC: 2x9 KDDF k16BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PIE 0'- 0.0" -9/ 202V -25/ 68H 5.50" 0.32 KDDF ( 625) TOTAL LOAD = 42.0 PSF 3'- 10.9" -114/ 131V 0/ OH 1.50" 0.21 KDDF ( 625) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 NODE ( 625) LL = 25 POE Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL= 0.000" @ 0'- 0.0" Allowed = 0.105" MAX TC PANEL LL DEFL = 0.021" @ 2'- 0.7" Allowed = 0.268" 3-11-11 MAX BC PANEL TL DEFL = -0.036" @ 3'- 1.4" Allowed = 0.339" 1' '1 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" 12 7.50 F77 , Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. rO O O N u) O C MI II 1�E4 PE7.103 a O M-3x4 l Jr 6-00 ���yyy [PROVIDE FULL BEARING;Jts:1,2,3 I `�,� 61.9 v- R ..:* 8 782PE . 'r JOB NAME : 5019-B POLYGON - BJ2 / Scale: 0.5893 •rr"J/, "'r" 'a' /,.,) WARNINGS: GENERAL NOTES, unless othentlse noted C/" 0) /" � 7.Builder and erection contractor should be advised of al General Notes 1.This design is based only upon the parameters shown and Is for an individual 17OREGON �. Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper - h7, h Incorporation of component IS the responsiblity of the building designer. 2.2e4 compression web bradng mud be installed where shown• "7,9 ."-LT � 2.Design assumes the lop and bottom chords to be Whitely braced al '`iR 1'' 5lr 3.Additional temporary bracing to Insure siabillly during construction Dec.and at 10 o e respectbely unless braced throughout Whsle length by mro Is e epanslbllty of the erector.Additional permanent bracing of continuous sheathing such as plywood sheaming(TC)and/or drywal(BC). /ir ��1L 'L DATE: 12/8/2015 the overate structure Is me respensiblly of the building designer. 3.25 Impact bridging or latent bradng required where drown++ PAUL SEQ.: K 15 8 0 9 7 5 4.No bed should be applied to any component cell alter all bradng and 5.4.Designlta assumes ss R the r s enbdeblhe t e raopantke ce mntor. fasteners are complete and at no time should any loads greeter thanand are ssumeor%by nISSaN are'of to be TRANS I D: LINK design bade be applied to any component. 6.Design assumes bill bearing al al supporta shown.Shim or wedge If 5.CompuTrus hes no control over and assumes no reepondblliiy for the cea.ary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design is belched subject to the limitations set forth by e.Plates shall be located on both faces of truss,and placed as their center TPLWTCA In BIN),copes of which all be fumlahed upon request. Ines coincide with joint center lines. 9.Digits indicate she of plate in Inches. MiTek USA,Ina./CompuTrn6 Software 7.6.6(1L)-E 7a.For basic connector plate design values see ESR-1317,ESR-1988(MITel) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2-13=(-1096) 2579 3-13=( -145) 277 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2- 3=(-3051) 1341 13-14=(-1275) 3391 13- 4=( -446) 1093 WEBS: 2x4 KDDF STAND 3- 4=(-2851) 1279 14-15=( -841) 2456 13- 6=(-1356) 592 LOADING 4- 5=( 0) 0 15-16=( -732) 2127 14- 6=(-1462) 868 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2351) 1157 16-11=( -962) 2439 14- 7=( -883) 1901 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3887) 1964 7-15=(-1276) 840 TOTAL LOAD = 42.0 PIF 7- 8=(-2117) 1238 15- 8=(-1008) 1887 8- 9=(-2138) 1159 15- 9=( -740) 508 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2780) 1277 9-16=( -139) 534 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3041) 1286 16-10=( -277) 343 BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE 11-12=( 0) 60 LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 12.0" 12.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX BORE BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -354/ 2057V -316/ 316H 5.50" 3.29 KDDF ( 625) 46'- 3.0" -349/ 2056V 0/ OH 5.50" 3.29 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.316" @ 15'- 8.4" Allowed = 2.267" MAX TL CREEP DEFL = -0.534" @ 15'- 8.4" Allowed = 3.022" 0-07-08 MAX LL DEFL = -0.002" @ 47'- 3.0" Allowed = 0.100" ,-,f MAX TL CREEP DEFL = -0.003" @ 47'- 3.0" Allowed = 0.133" 10-04-11 5-03-11 10-06-10 20-00 MAX HORIZ. LL DEFL = 0.089" @ 45'- 9.5" 5-01-03 4-08 5-00-03 5-06-13 5-03-05 6-06-04 6-06-04 6-11-07 MAX HORIZ. TL DEFL = 0.145" @ 95'- 9.5" 4 4 'f 4 4 T T 'f '1 1' I 10-00 Design conforms to main windforce-resisting 12 12 M-4x6 12 system and components and cladding criteria. 7.50 F77 7.50 r,77 4.0" Q 7,50 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, •\ Truss designed for wind loads M-SX6(S) in the plane of the truss only. M-4x6 3.1 7 0.25" N. M-4x6 M-5x10 4 s 6 }1 M-1.5x3 + + M-1.5x3 3 } 0 .N.t. �(0 1 } �a i 1/ 13 19 15 16 H 2 ^ P tj Ops 1 -3x8 0.25" M-5x6 0.25" M-3x4 M-3x811 oI �j !-Tl{f h M-5x8(S) M-5x8(S) a , .,` Ss y 9-07-07 y 6-00-15 y 10-06-10 y 9-06-05 1 10-05-11 l 44:7X15 ....�ivG�NE '4• f01- 1-00 46-03 1-00 ®.9782PE 7....„ JOB NAME : 5019-B POLYGON - F12 ,,. .,.i' Scale: 0.1216 WARNINGS: GENERAL NOTES, unless othenvlse noted ,� (/ OREGON (�I <0 Truss: F 12 I.Builder and erection contractor Mould be advised of all General Notes 1.This design is based only upon the parameters shown and Is loran individual '-9 OR EGO'V �" and Warnings before condom:bon commences building component Applicability of design parameters and proper �/ yy0 r 2 2a4 compression web bracing must be installed where shown v. Incorporation of component is the responsibility of the budding designer. .a'f� A �: f V ' 3 Additional temporary bracing to Insure slabllby during construction 2 Design and et lI the by and bete o eeschoH to its throughoutMoray al 77 ' "J Is the responsibility of the erector.Atltlbbnal permanent bracing of T no.and at 1o'a.c.respectively untasa braced their length by �� DATE: 12/8/2015 the overall structure Is the responsibility f the building deal ner. senilnuoa.sheathing such as plywood ahesihing(TC)and/or tlrywel(BC). P, /(U Won ly 0 8 8 3.2x Impact bridging or lateral bracing required where shown+e r'1 L. SEQ.: K 15 8 0 9 7 6 4.Na bed should be applied to any component until after all bracing and 4.Installation ofbuss is the responsibility of respective contractor, fasteners are complete end et no time should any bads greater than 5.Dedgn assumes trusses are to be used in a non-corrosive environment, TRANS I D• LINK design bads be applied to any component. and are for"dry condition"of use. A� �j CC�-a 12/31/2016 f� ] /ry/� p 5.CompuTrua fleece control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge it EXPIRES: i 2/31 G V 1 V fabrication,handling,shipment and Installation of components. 7,necessary. apa assumes adequate drainage is prodded. December 8,2015 6.This deign Is furnished subieet to the limitations set forth by 8.Plates shall he located on both faces of trues,and placed so their center TPVWTCA in BCSI,copies of which 0111 be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate oke of plate in inches. . MITek USA.Ina./CompuTrue 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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-109) 88 1-3=(0) 0 BC: 284 KDDF 816BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -33/ 266V -40/ 107H 5.50" 0.43 KDDF ( 625) TOTAL LOAD = 42.0 POE 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) 5'- 11.7" -84/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF SBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.103" @ 3'- 7.2" Allowed = 0.425" MAX TC PANEL TL DEFL = -0.105" @ 3'- 4.8" Allowed = 0.638" 5-11-11 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 12 Design conforms to main windforce-resisting 7.50 2 system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 I load duration factor=l.6, ITruss designed for wind loads Iin the plane of the truss only. I Io Ic I' CD o1 311E:04 -/ 0 M-3x4 y y 6-00 f� 'PROVIDE FULL BEARING;Jts:1,3,2 I C619 �`� NG1N fiR f0 :9782PE JOB NAME : 5019-B POLYGON - BJ3 •.- ...ieScale: 0.5397 NM WARNINGS: GENERAL NOTES, unless otherwise noted: , C/' / �40 Truss: B J 3 1.Bauder and erection centreder should be advised of all General Sales This design is based only upon the parameters shown and is for en Individual ,r_ 1.4,OREGON�,z ,Q,,,, and warnings before construction commences. bedding component.Applicability of design parameters and proper `? t� 2.2x4 compression web bracing must be Petalled where shown+ Incorporation of component Is the responsibility of the building dealgner. 9� /M Ey• G 3.Additional temporery bracing to Insure stability during mndniclion 2 Design assumes the top end bottom chords to he lakrelty braced at 7 �1 a'1 Y J \ lathe responsibility of the erector.Additional permanent bracing of T o c.and et 10'o c respectively unless brewtl throughout(hair length by ‘,.4 continuous sheathing such ea plywood sheathing(TC)and/or drywall(BC). .ir A U L '�' \. DATE: 12/8/2015 the overall structure Is the responsibility of the budding tleagned 3.2a Impact bridging or lateral bracing required where shown•+ r"1 L SEQ.: K 15 8 0 9 7 7 4.No bad should be applied to any component until alter all bredng and 4.Installation st llat��o�atilos. Is the resile be useof d m he respective e non-corrosive contractor. fasteners are compete and et no time should any Nada greater than and Design forassumes Tdry taloses reof tousb. TRANS I D: LINK design Nesta be.willies to any camponenl. 6.Design assumes full bearing at all supports shown.shim or wedge If 5.CompuTrushasnocontroloverandeeeumesnoresponsib4tyNrthe nea.ary. EXPIRES:. 12/31/2016 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. e.This design Is furnished subject to the limitations set forth by B.Plates shag be Nested on troth feces of truss,and paced so their center December 8,2015 TPIMTCA in BCS',copes of which will be furnished upon request. Anes calndde with Joint center line. 9.Digits indicate she of plate In aches. MiTek USA,Inc./CompuTrus Software 7.6,6(1L)-E 10.For basic connector nate design values see ESR-1311.ESR-1988(MITch) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 46-03-00 GIRDER SUPPORTING 9-00-00 FROM 0-00-00 TO 4-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 60 2-13=(-1574) 7952 3-13=( -90) 578 1B-10=(-4174) 1008 2x6 KDDF #1&BTR T2 2- 3=( -9828) 1982 13-14=(-1576) 8196 13- 4=( -744) 3294 10-19=( -930) 4364 BC: 2x6 KDDF SS; LOADING 3- 4=( -9912) 2012 14-15=(-1430) 8274 4-14=(-2418) 614 19-11=(-4986) 1208 2x10 KDDF SS B4 LL = 25 PSF Ground Snow (Pg) 4- 5=( -7944) 1596 15-16=(-1428) 8280 14- 5=( -666) 3594 11-20=(-1436) 6234 WEBS: 204 KDDF STAND; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 46'- 3.0" V 5- 6=( -6814) 1392 16-17=( -832) 5356 14- 6=(-1912) 630 2x4 KDDF STUD A; BC UNIF LL( 87.5)+DL( 79.5)= 167.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=( -6476) 1268 17-18=( -894) 5458 6-15=( 0) 194 2x6 KDDF #2 B BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 4'- 0.0" TO 46'- 3.0" V 7- 8=( -4720) 1034 1B-19=(-1734) 8948 6-16=(-3868) 792 8- 9=( -4732) 1026 19-20=(-2670) 12808 16- 7=( -466) 2880 TC LATERAL SUPPORT 6= 12.00. UON. ADDL: BC CONC LL+DL= 3443.0 LBS @ 6'- 0.0" 9-10=( -6594) 1320 20-12=(-2764) 13224 7-17=(-2688) 614 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 7713.0 LBS @ 42'- 3.0" 10-11=(-10802) 2218 17- 8=( -966) 4658 11-12=(-15826) 3346 17- 9=(-2536) 644 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-18=( -478) 2638 NOTE: 2x4 BRACING AT 24"OC UON. FOR LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. ALL FLAT TOP CHORD AREAS NOT SHEATHED THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ---------- LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1327/ 6406V -303/ 310H 5.50" 10.25 KDDF ( 625) OVERHANGS: 12.0" 0.0" 46'- 3.0" -2062/ 9764V 0/ OH 5.50" 15.62 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 3"x.131 DIA GUN nails staggered at: JT 2: Heel to plate corner = 2.75" 9" oc in 1 row(s) throughout 2x4 top chords, JT 12: Heel to plate corner = 9.50'• -/,-- 9" oc in 2 row(s) throughout 2x6 top chords, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I 9" oc in 2 row(s) throughout 2x6 bottom chords.,, 9" oc in 3 row(s) throughout 2x10 bottom chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 **HANGER BY OTHERS TO APPLY 9" o° in 1 row(s) throughout 2x4 webs, MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" CONC.LOAD(S)EQUALLY TO ALL MEMBERS. w 9" °` in 2 row(s) throughout 2x6 webs. TLMAXELL . DEFL = 0.201" @@ 20'- 4. 8" Allowed = 2.267" MAX TL CREEP DEFL = -0.663" @ 20'- 4.8" Allowed = 3.022" MAX HORIZ. LL DEFL = -0.052" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.126" @ 45'- 9.5" 8-11-11 ( 5-08-11 11-06-10 20-00 £x09-QV-09-15 6-00-03 5-08-07 5-06-11 6-04-03 6-05-15 2-11-034-02-12� Design acndfcoms to maidiladdingrcriterig -04-0 T 4 I I T I I T ( Isystem and c components and cladding ri to ria, 12 12 12 Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 7.50 17 7.50 ' 7.50 load duration factor=l.6, 4.0" Truss designed for wind loads 8 l' in the plane of the truss only. �•-, M-5x6(5) 3. M-3x5 ` 0.25" 7 M-4x8 M-6x10 5 6 +1 A M-3x6s7 + + o-3x8 M-1.5x3 + M-9x8 3 + M18H5-3x18 0N. a, 1 :„ • m - 4 _ B �� '-fv 13 14 15, 16 �1" 18 �19 20 i 3x10 M-6x8 0.25" M-3x6 0.25" M-3x8 0.25" I F�'�3 M-3x8 M-7x8(5) M-7x8(5) M-12x14(S) o �G� r a�r�. l ♦3943,# l y l l 1 18H �t1§# l � �Gt11UE��C � 5-10-04 2-07-10 6-04-04 5-06-11 5-10-03 6-07-11 6-05-15 2-10-07 4-00 1-0 96 03 y :9732PE v JOB NAME : 5019-B POLYGON - F13GIRD -iiUf Scale: 0.1050 ,..r, WARNINGS: GENERAL NOTES, unless otherwise noted' Ce" �� 1.8u Ider and erection contrador should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual ,.y 9X- i >ti. Truss: F13GIRD and Wamingsbefore 05buctioncommences. building component.Applcabiityofdesignparameters and proper "V 4n "` 2.204 compression web bracing must be installed where shown+ incorporation of component is the responsibility of the building designer. s 9 y..,, r ¢ • 3 Additional temporary bracing to Insure Stabglty duringonsew hen 2.Destgn assumes the top ant bottom Mobs to W laterally bncetl er .. jY J ` is the tespenstblllty of the seeder.Additional permanent bracing et T o c and at 10 oc.reapecCNely unless braced throughout their b�lh by DATE: 12/8/2015 the ecersi structure is the responsibility of the bidding designer. continuous sheathing such as plywood sheathing(TC)caereeweeandlor drywaA(BC) P./fl'+` 3.2s Impact bridging or Wen!bracing required where Mown t e PA1J L. SEQ.: K15 8 0 9 7 8 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time Mould any loads greeter man 5.Design assumes tmeses are to be used in a non-corrosive environment TRANS ID• LINK dedgn 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 5.Design assumes full bearing at an supporta Mown.shim or wedge a EXPIRES: 12/31/2016 . labricetbn,handling,MI ssary. pm(eclIsinstallationfcomponents. 7.Plates assumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to the limitations set forth by 8.Plates shaA be located on both faces of trues,and placed so their center TP WJPCA in 8051,copies of which all be furnished upon request. lines coincide with(06,1 center lines. S.Digits Indicate Ws of plateInInches. MTek USA,Inc./Comparus Software 7.6.6(IL)-E 10. For basic connector plate design values es see ESR-1311.ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 4)1613TR LOAD DURATION INCREASE = 1.15 1-2=(-167) 153 1-4=(0) 0 BC) 2x4 KDDF 1116BTR SPACED 29.0" O.C. 2-3=( -76) 31 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 PSF 0'- 0.0" -23/ 237V -54/ 146H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -176/ 339V 0/ OH 1.50" 0.43 KDDF ( 625) 7'- 11.7" -15/ 4V 0/ OH 1.50" 0.01 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TO? 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.061" @ 2'- 9.3" Allowed = 0.427" 3 MAX TC PANEL TL DEFL= -0.058" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" 12 ° MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (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 O O U) V1 'F NW I O 1I 0 � 1�� 4 O M-3x4 1 l ). 6-00 1-11-11 (PROVIDE FULL BEARI NG;Jts:l,4,2,3 I '\,Ca' �6 I Ek'''. f, R L} 'Y ` :9782PE 17<" JOB NAME : 5019-B POLYGON - BJ4 • Scale: 0.5074 . .. ' Sill WARNINGS: GENERAL NOTES, unless otherwise noted, ..�d1 " / I.Budder and erection contractor should be advised of all General Notes t.This design is based only upon the parameters shown and Is loran Individual 7 e REGON„ '- Truss: '" Truss: BJ4 and Warnings before cen.uctlon commence.. building component Applkabl0ty of design parameters and proper -.'e �i' VO NT 2.2x4 compression web bracing met be Installed where shown.. Incorporation of wmponenl Is the responsibility of the sly braced tlestgner ..11� L4A r '� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop alit bottom e..braced to be laterally braced at 77 '�77 J lathe roaponsiblldy of the erector.Additional permanent bracing of continuous o.c.and et 10 a.c.r.006,.ply unless Ihroup anal melt length by ![{,,,DATE: 12/6/2 015 the overs.stmds,.ie the reepenebdl f the buildin desi net sheathing such b adng re uir shea where el own.r tlrywnp(BC). fJ/�1't Volj H o g g 3,20 Impact bridging or lateral brodng required where Mown,. i^1�,/L.. SEQ.: 15 8 0 9 7 9 4.No load should be applied to any component umd after el bracing and 4.Dst degon of Suss haws responsibility a t.erra.p*orooe contractor. ntr ctr. feaenete are complete and at no time should any roads greater man Design assumes design loads appliedro any component. and are for"dry condition.of use, �/p pc ^/fj.d)Y�/�.9�x TRANS ID: LINK6.Design mamas toll bearing at all supports slaw:.Shim or wedge if EXPIRES: 1G/71/LV iV 5.CompuTms he.no control over and assumes no responsibility form. necessary. fabrication,handling,.hipment and installation of component,. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design Is furnished subject to me limitations lit forth by 5.Plates shall be located on both faces of truss,and pined so their center TPlAnFrCA in SCSI.copies of which w11 be Nmlehed upon request. Anes coincide with loin center lines. 9.Dips Indroate We et Mete In inches. MITek USA.Inc./CompuTros Software 7.6.6(1L)-E II.For basic connecter piste design valuee we 058-1311,ESR-igee(MITA) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1_ 08 BC: 2x9 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-290)25) 290 1-9=(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 rSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 FOP 0'- 0.0" -21/ 235V -69/ 185H 5.50" 0.38 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RODE ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.2" -199/ 370V 0/ OH 1.50" 0.47 KDDF ( 625) 9'- 11.7" -48/ 87V 0/ OH 1.50" 0.14 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE TPF.^_IAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT 2EING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 ' MAX TC PANEL LL DEFL = 0.048" @ 2'- 11.8" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.054" @ 2'- 11.9" Allowed = 0.641" -f MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" ') MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 1 12 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), load duration factor=1.6, Truss designed for wind loads 2 in the plane of the truss only. 0 co 0 0 kip o t c 1.0 o2 o M-3x4 l 6-00 y 3-11-11 y `� a r1r„2�C'rh. (PROVIDE FULL BEARING;Jts:1,4,2,3 I rA�f [�_`G1NEE"- IS>Q 89782PE v1- JOB NAME : 5019-B POLYGON - BJ5 ...._...e.:<, -.do, • Scale: 0.4382 84111, WARNINGS: GENERAL NOTES, unlese otherwise noted I.•, Truss: BJ5 1.Builder and erection contractor should be advised of all General Note. t.This design is based airy upon the parameters shown and la for an individual 1* OREGON ^''s end Warnings before aenadrucllon commences. building component.Applicability of design parameters and proper OREGON V'Y 9' 2.2s4 compression web bracing must be Installed where shown e, Incorporation f component Is the responsibility of the budding designer. 3 Additional temporary bracing to Insure stability during construction 2.Design the top est bottom chorda to be laterally their at "- , GgAY •�5 1 <Z is the responsibility of the erector.Additional permanent bracing of 7 continuoussheathing respectively e such etevplywnod aheethln throughout TC g and/or their length by DATE: 12/8/2015 the overall structure is the reapenelbllty of the building designer. 3. Impact bridging stent bracing required whore.hewn'• drywag(BC). ''{U (�.� SEQ. : K 15 8 0 9 8 0 4.Na bad should be applied to any component until alter all bracing and 4.Installation of truss'.a the reeponsibaty of the respective contractor. S fastener.are complete and at no time should any loads greater than 5.Design ammo/Misses aro to be used Ina nsn.osnoeive envlranment. TRANS ID: LINK deagn loads be applied to any component. and are for"dry oundkan'o^me. pfy/t�q �(�{© 5.Compurru.Sea no control over and assume.no responsibility ler the 6.Design assumes full bearing at all supports shown.Shim or wedge it EXPIRES: i G/47 I/G V 1 V fabrication,herding,shipment end installation of component.. 7.Design assumes adequate drainage is provided. DeriP.m leer 8,201 5 6.This design is furnished subject to the limhatbns set forth by e.Plates shell be located on both laces abuse,and placed aa their center TPINTCA In BCS(.copies of which nil be furnished upon request. Ines coined@ with)rot canter linea. MiTek USA.Inc./Com uTrus Software 7.6.6(1L 9.Digits indicate Are of piste in inches. p )'E to.For baste connector plate design values sae EBR-7311.ES18-1955(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 DC: 2x4 KDDF I1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(-48) 101 6-5=( 0) 18 BC: 204 KDDF Nl4BTR SPACED 24.0" O.C. 2-3=(-178) 24 5-7=(-84) 167 5-3=( 0) 49 3-4=( -29) 34 3-7=(-175) 88 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -50/ 350V -29/ 97H 5.50" 0.56 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 3'- 10.9" -89/ 81V 0/ OH 1.50" 0.13 KDDF ( 625) 6'- 0.0" 0/ 95V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.006" @ 2'- 3.8" Allowed = 0.170" 3-11-11 MAX TL CREEP DEFL = -0.011" @ 2'- 3.8" Allowed = 0.226" f MAX LL DEFL = 0.000" @ 5'- 4.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 5'- 4.0" Allowed = 0.105" 12 7.50 MAX HORIZ. LL DEFL = -0.006" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.008" @ 5'- 4.0" Design conforms to main windforce-resisting 0 system and components and cladding criteria. M-4x6 Wind: 190 mph, h=20.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, ,. I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads C� ,w 111 the plane of the truss only. E 7 24 1D o M-1.5x3 c m o 0 1 Fr=-3x40 M-3x4 M-3x5 y y l y 2-03-12 3-00-03 0-08-01 l y l l 1-00 2-05-08 6-00 3-06-08 P R (PROVIDE FULL BEARING;Jts:2,9,7 f�rr l- GiN - 4a ir .4,! e,9 ct :9782PE ` JOB NAME : 5019-B POLYGON - CJ2 Scale: 0.5646 WARNINGS: GENERAL NOTES. udeee otherwlee noted lirt:..' >�4) 1.Builder and erection aentractor should be advised of al General Notes 1.Thio design is based only upon the parameters shown and is bran Individual -7A.OREGON Truss: C J2 and Wamkga before conetructlon commences. budding component.Applicability of design parameters end proper I� q2. Q,� 2.204 compression web bracing must be installed where shown e. Incorporation of component la the responsibility of the building dealgner. �II G/4[]V: A `. 3.Additional temporary bracing to insure stability during construction 2 Design assumese n.top act bottom chards to Wlaterely braced at sl r {i(/ is the responsibility of the erodor.Additional permanent Madre of 2 c.c.end at 1 U o.o.respectively unless traced throughout their length by ...AS�l continuous sheathing such as plywood sheathing(IC)and/or drywel(SC). ``' DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.2i Impact bddging or lateral bradng required where shown•• PAUL. 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. SEQ. : K 15 8 0 9 8 1 fasteners are complete and at no time should any loads greeter than 5.Design assumes tmasee are to be used In.non-corrosive environment, TRANS ID: LINK desgnleadsbeapplied teany component. 55deressumesfor"dry ondeen^ofuse. 5.CompoTrus hes no control over and assumes ro responsibility for the 5 °a�;n as.ue°e ill be""g''"'"'pp°rt.sho"'shim or w.dg.It EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. ry .t 7.Plates s assumes adequate beth face to gross, December 8,20 1 5 8.Thla design Is furnished subject to the limitations eel forth by e.Plates sisal be located on both faces of tinea,and placed as their center TPIA TCA In SCSI,copies of which wen be furnished upon request. lines coincide with joint center lines. 8.Digits indicate size of plate in inches. MITek USA,lino./CempoTruS Software 7.6.6(1L}E 10.For basic connector plate assign values see ENR-1311.ESR-1888(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=1-134) ( 0) 18 BC: 2x4 KDDF #185TR SPACED 24.0" O.C. 2-3=(-270) 59 5-7=(-228) 313 5-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -65) 53 3-7=(-327) 238 LOADING TC LATERI.L SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,1 P':F BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,1 P32 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PST LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0r- 0.0" -45/ 393V -43/ 136H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 4.0" -4/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) 5'- 11.7" -56/ 109V 0/ OH 1.50" 0.17 RUDE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THP STATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1SPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCIRRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5-11-11 MAX LL DEFL = 0.014" @ 2'- 3.8" Allowed = 0.254" fMAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.014" @ 5'- 4.0" 12 4 -/ MAX HORIZ. TL DEFL = 0.015" @ 5'- 4.0" 7.50 (I) Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, .-I Truss designed for wind loads M-9X6 'U in the plane of the truss only. 3 M tO MIIIIIIIIII.Meoe,.__ kr,e_. IIMMEMIMMOINOMMEMO P '� r M-1.5x3 IMMIIIIIMMo oI =. 146-3x4 0 M-3x4 M-3x5 l ,1 1 ,1 2-03-12 3-00-03 0-08-01 y 1 ,1 y 1-00 2-05-08 6-00 3-0€-08 `cfL 0O FRO/ Ss (PROVIDE FULL BEARING;Sts:2,7,4 I ', �. C'' .. GINE h' ram `t :9782PE -7r„.. JOB NAME : 5019-B POLYGON - CJ3 4or .a,r Scale: 0.5115 ,r� / OREGON JEGON NW WARNINGS: GENERAL NOTES, unless olhervdse noted: VR40 Trus s C J3 1.Builder and erection conlrador Mould be advised of all General Notes 1.This decgn is based only upon the parameters shown and Is Er en individual c:) and Warnings before conatrucllon commences. building component.Applicability or design parameters and proper 2.204 compression web bracing must be installed where shown+, incorpnratkn of component Is the responsibility of the building designer. ,,,ay G.`�. A b %. 3.Additional temporary bracing to insure stability during construction 2 fDestgn and St ID the:cc and bottom chords to be laterally braced al 7 `1,171 Is the responsibility of the erector.Additional permanent bracing or Z'a.c.and al ea a.c.snoB cc ery unless traced throughout their length by DATE: 12/8/2015 the overall structure Is the recponstb®try of the building tlestgneC continuous sheathing such as plywood required ethirq(TC)antl/or drywell(BCJ. w 3.2a Impact bridging ler lateral rest'acing ly where shown.a A SEQ.: K 1 J 8 0 9 8 2 4.No load should be applied to any component until eller all bracing and 4.Installation of truss is the responslblAry of the respectNe contractor. fasteners are complete end at no time should any bads greeter than 5.Design assumes trusses aro to be used ins noncorrosive environment, TRANS ID: LINK design loads be applied to anycomponent. and are for condition"of use. EXPIRES: �w !�/�j A �/� p 5.CompuTrus has no control over end assumes no respnnsibiley for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ^P I R EJ. G/J t/G sr1.1 V febncallon,handling,shipment and installation of components. 7,Dep0 assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces or truss,and placed so their center TPIM?CA In SCSI,copies of whkh will be furnished upon request. Ansa coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1LFE 9.Digits Indkete We of plate in inches. 1o.For basic connector plate design values see ESR-1311,E5R-1858(MITA) l This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 60 2-7=( -82) 187 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-270) 59 6-8=(-141) 313 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-174) 98 3-8=(-327) 147 LOADING 4-5=(-119) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 .PSF BC LATERAL SUPPORT 6= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 355V -51/ 196H 5.50" 0.57 KDDF ( 625) 5'- 4.0" 0/ 140V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -208/ 416V 0/ OH 1.50" 0.53 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. ' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 7-11-11 MAX LL DEFL = -0.011" @ 2'- 3.8" Allowed = 0.254" ,r ' MAX TL CREEP DEFL = -0.019" @ 2'- 3.8" Allowed = 0.339" 5 -J MAX LL DEFL = -0.039" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 12 MAX HORIZ. LL DEFL = 0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.015" @ 5'- 9.0" 7.50 4 Design conforms to main windforce-resisting 0 system and components and cladding criteria. l , Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MNFRS(Dir), mo load duration factor=1.6, I Truss designed for wind loads c in the plane of the truss only. M-4x6 3 B Allit --..- -/ 7 -m -. M-1.5x3 of 1 Mi 3x4 0 o M-3x4 M-3x5 Jr l ), J, 2-03-12 3-00-03 0-08-01 Jr Jr ri J. . 1-00 1 2-05-08 5-06-03 i lPROF,. 6-00 1-11-11 n 'PROVIDE FULL BEARING;Sts:2,8,4 I 3Yw "' GINEf" 89782PE JOB NAME : 5019-B POLYGON - CJ4 • <1 • Scale: 0.4172 / � WARNINGS: GENERAL NOTES, unlessotherwissnoted: v,,�1 (y('� C/*a I�' �� 1.flulder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and I•for an individual , -OREGON OI I ,. Truss: CJ4 and Warnings before construction commences. building component Appllcabllty of design parameters end proper eZ y 2.2a4 compression web bradlp must be Installed where shown v incorporation of component Is the responsibility of the building designer. ..514)„ T 'Pt v. 1 G✓ 3 Additional temporary bracing to Insure stability during construction Z Design assumes the lop sot bottom s.,chobraced to be s000holaterally braced at '4 is the responsibility f the erector.Additional permanent brining of T o c and at 10'o c respectsely unless throughout their length by �.s V tity ocontinuous heathIng such es plywood ghee mtrsraC)end/or drywall(BC). /`•'A 1 1 l %� DATE: 12/8/2015 the overall structure lathe responsibility of the building designer. 3.Zr impact bridging or lateral bracing required where shown•• t,l 1.. SEQ. : K 15 8 0 9 8 3 4.No road should be applied to any component until after all bradng and 4.Installation of trues is the responsibility of the respective contractor. fasteners are complete and at no lime should any hada greater than 5.Design essumea trusses aro to be used Ina non-corrosive environment, TRANS I D. LINK design hada be applied to any component. and are for"dry condition..of use. �/ /7 J (({{ p 5.CompuTrus has no control over and assumes no responsibility for the 6.De assumes roll bearing at all supports strewn.Shim or wedge if EXPIRES: 1 2/31/2016 ry. I., fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 S.Tis design is furnished subject to the Nmkalions set forth by e.Plates shag be located on both faces of truss,and placed so their center TPWOTCA In BCSI,copies of which will be fumlehed upon request. knee coincide with Joint center lines. 9.Dlgite Indicate she of pile In hahes. M:Tek USA.Ina.ICornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ES17-1008(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1fiBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=( -76) 146 7-6=( 0) 18 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=(-226) 62 6-8=(-130) 243 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-201) 171 3-8=(-254) 136 LOADING 4-5=( -83) 46 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. SON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF 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" -26/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) 5'- 4.0" 0/ 119V 0/ OH 5.50" 0.19 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -160/ 302V 0/ OH 1.50" 0.39 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -55/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" T 4' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 5 -, MAX LL DEFL = -0.009" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" 1j MAX HORIZ. LL DEFL = 0.009" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,y (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '""i load duration factor=1.6, li ,- Truss designed for wind loads '- in the plane of the truss only. I N M-4x6 3 �p Mil 1 MEMMEMEM = M-1.5x3 1 1 M23x4 0 CD M-3x4 M-3x5 1 1 1 1 2-03-12 3-00-03 0-08-01 1 1 1 1 1-00 2-05-08 7- 6-03 ) R OFe 1 y 6-00 N (PROVIDE FULLBEARING;Jts:2,8,95 J 6r00 $ /0 j ` " 89782PE r- JOB NAME : 5019-B POLYGON - CJ5 Scale: 0.3706 �'� MNGS: 1NARotdma O. \.1r design Is based ppuponthe parameters shown and IsteranIMlvltlwl s1 and Warnings before construction commences. building component.Applicability of design parameters and proper et? 2.204 compression web bradng moat be Installed where shown«, incorporation of component Is the responsibility of the building designer. =,�J G 3.Additional temporary bracing to Insure stability during construction 2 Design ed t IE'the lop end bottom chords to W laterally braced at 7 'l Y° '� Is the responsibility of me erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respeaNely unless braced throughout thee length by /,,. DATE: 12/8/2015 the overall structure Is the re 2onttidglngoinuous rstenas angreuirdwhereseoneshealhIng(TC)and/or arywsN(ec). '1. A'S ‘..1 �� sponsibWy of the building designer. 3.Za Impact baaging or lateral bracing required where shown.. V SEQ.: K 15 8 0 9 8 4 4.Its bad should be applied to any component until after all bradng and 4.Installation or truss Is the responsibility of the respective oontreaor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS ID: LINK design loads be epptted Is any oempenent and are fOr'dry eendlften"of lee. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating al ell supports shown.Shim or wades If EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. necessary. 7.Design assumes adequate Is provided. December 8,2015 8.This design Is furnished subject to the limitations set forth by 8.plates shall be locatedd enon both faces of hiss,and placed so their center TPIM7CA In SCSI,copies of which wig be furnished upon request. lines coincide with joint center line. MiTek USA,Inc./Com uTrus SoMvare7.6.6 1L 9.Digits Indicate size of plate in Inches. p ( )-E 10.For basic oonneaor plate design values see ESR-1311.6519-1 R68(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 60 2- 8=(-102) 199 8- 7=( 0) 18 BC: 2x9 KDDF #1SBTR SPACED 24.0" O.C. 2- 3=(-230) 61 7- 9=(-175) 247 7- 3=( 0) 49 WEBS: 204 KDDF STAND 3- 9=(-262) 170 3- 9=(-259) 183 LOADING 4- 5=(-177) 91 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) 00 TOP CHORD = 32.0 PSF 5- 6=(-120) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 POP OVERHANGS: 12.0" 24.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE 5Q.IN. (SPECIES) 0'- 0.0" -26/ 384V -81/ 278H 5.50" 0.61 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.0" -8/ 120V 0/ OH 5.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -136/ 300V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7" -210/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 11-11-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" f 4' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 6 MAX LL DEFL= 0.011" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL= -0.015" @ 2'- 3.8" Allowed = 0.339" MAX LL DEFL = -0.039" @ 11'- 11.7" Allowed = 0.200" MAX TL CREEP DEFL = -0.048" @ 11'- 11.7" Allowed = 0.267" S MAX HORIZ. LL DEFL = -0.011" @ 5'- 4.0" MAX HORIZ. TL DEFL = 0.012" @ 5'- 4.0" 12 7.50 17 Design conforms to main windforce-resisting system and components and cladding criteria. ,`+y Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 rI (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads in the plane of the truss only. M-4x6 3 o AI A 9 e t �II o M-1.5x3 o M33x4 , o M-3x4 M-3x5 ,V y k 2-03-12 3-00-03 0-08-01 y1-00 . 2-05-08 ) 9-06-03 y ti �_`q PROpes y 6-00 j 5-11-11 y �~Co V" GINE t.�/�� .. (PROVIDE FULL BEARING;Jts:2,9,4,5 I V T 8•782PE C JOB NAME : 5019-B POLYGON - CJ6 • Scale: 0.3204 . a' -_-... WARNINGS: GENERAL NOTES, unless otherwise noted (.o (�f'�" �4 1.Balder and eredfon contractor Mould be devised of al General Notes 1.This de&gn Is based onN upon the parameters shown and is lar an IndRldual i' -OREGON V (�, r Truss: CJ6 and Wamings before construction commences. balding component Applicability of design parameters and proper I y/ CLV 2.2n4 compression web bracing must be Installed where shown v incorporation or component b me responsibility of the building designer. iI V A pile A E. 7 3.Additional temporary bracing to insure stablity during conebucWn 2 2 a.n.assumes the top and bottom Mobs to be laterally braced al 7 'l Y J 0>�,!- is the responsibility of the erector.Additional permanent bracing of 2 o.c.and et seICY o.c.raapeatively unless braced throughout their length by V continuous sheathing such es plywood eheethlrg(TC)ennbr drywall(BC). PA U L 1- DATE: 12/8/2015 the overall structure le me responsibility of the balding designer. 3.24 Wiped bridging or lateral bracing required where Mown a a rk.i{r SEQ.: K 15 8 0 9 8 5 4.No load should be applied to any component umw ever al bracing and 4.Installation n of truss rues tar I.ha uapWnbsblitye f thnon-corrosive panHveactor.environment, ranenera en compote and et lie rima Maum any foaac erseter man and are for"dry cross on"re use. TRANS I D: LINK design bads be applied to any component. C.Design assumes dill bearing et al supports Mown.Shim or wedge If 5.CompuTrushas nocemrolover and assumes norespunslNllyfor the �aa,ry. EXPIRES: 12/31/2016. fabricatlun,handling.shipment and lnstallelfon of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design b furnished subject to the Ilmlalfons set forth by S.Elates,hal be located on both faces elms,and placed so their center TPI5'VTCA In SCSI,copies of which will be famished upon request. ones coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MiTek USA,Inc.lCompuTrus Software 7.6.6(IL)-E to.Far basic connector piste design values see ESR-1311,ESR-7895(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-165) 151 3-9=( -76) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. 110N. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.5 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -57/ 174H 5.50" 0.60 KDDF ( 625) ' LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. IC OND. 2: Designchecked for net(-5 psf) uplift at 24 "o c spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.006"6MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" 12 MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" 7 50 p MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. M Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c load duration factor=l.6, 0 ITruss designed for wind loads in the plane of the truss only. ko 0 2.t 5111,1"...,10 0 1 M-3x4 J• l l l 1-00 6-00 1-11-11 ( (� 'PROVIDE FULL BEARING;Jts:2,5,3,4 I .t�(` � � � �0.[1 \ GINE ,_ r ct- 89782PE <" JOB NAME : 5019-B POLYGON - EJ3 -:. , _,,,.,r!', `-+"e ' • Scale: 0.5080 411, WARNINGS: GENERAL NOTES, unless otherwise noted Ci' � 1.Budder and erection contractor should be advised of ail General Notes 1.This show design I.based only upon the parameters oand Is for an Individual -R OREGON k Truss: EJ3 end Warnings before construction commence.. building componentApplicability of design parameters and proper 'S yh© Q" 2.2d4 compression web bracing must be metalled where shown.. incorporation of component is the responsibility of the balding designer. 'VA?, 0�4.r f/d a.,,y r VV '�'� • 3.Additional temporary bracing to Insure*teddy during construction 2.Design eswmssa slop end bottom ocecholer to be throughouty braced al 77 'l/`r '�:J ��j- Iathe responsibility 4f the erector.Additional permanent bradng of owed and at 10 o.c reapedoaly unless broad their length by �{L \ V continuous eheeminr such as plywood hone)and/or drywal(BC). • �J"/1 t j DATE: 12/8/2015 the moral structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown++ x"^11 4. SEQ.: Ki5 8 0 9 8 6 4.No Ned should be applied to an oompenent ural after ail bracing and 4.Installation of boas Is the reapondbigty of the respedle contractor. fasteners are oomplete and at no time should any loads greater than 5.Dodge assumes bosses or.to be used Ins nonconeaive environment. TRANS ID: LINK dodge lead.be applied to any aarnpenent and are for"dry condition"of use. 5.CompuTrua has no control over end assumes no responsibility for the 8.Deusea saunas 54!bearing at el supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation or components. ry 7.Design assumes adeddrainage is prodded. December 8,2015 S.This design is furnished subject a the Ilmletbna eel forth by S.Plates shat be bon touted on boththfaces of truss,and placed m their comer TPIA TCA In BCS),copes of which vhll be Nmlahed upon request. lines coincide with joint center lines. 9.MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.Farribasic ts iconnectodm rplee Midgelate in bevel. panelues sea ESR-1311.ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-223) 205 3-9=( -89) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.8" TOTAL LOAD = 92.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -72/ 219H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -191/ 365V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -50/ 89V 0/ OH 1.50" 0.19 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -" MAX TL CREEP DEFL= -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL= 0.000" @ 0'- 0.0" Allowed = 0.006" 0) MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" )j MAX TC PANEL LL DEFL = 0.039" @ 3'- 9.9" Allowed = 0.927" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.691" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.2" 7.50 MAX HO RIZ. TL DEFL = -0.003" @ 9'- 10.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 mm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. s o c OTA 2' 5► o M-3x4 y 1-00 y 6-00 y 3-11-11 y ,� 0 PR O, 6, 1PROVIDE FULL BEARING;Jts:2,5,3,9 I v., ‘„‘GINE SR _44..‘. �✓ fjI ' - 89782PE 9r* JOB NAME : 5019-B POLYGON - EJ4 • Scale; 0.9386 ''-� j WARNINGS: GENERAL NOTES, urdeas otherwise noted: ' A's' ` (8) -'^ 1.Builder and eredion oontredor should be advised of ail General Notes 1.This design is based only upon the parameters shown and h for an individual $w OREGON �N., Truss: EJ4 end Warnings before construction commences building component.Applicability of design parameters and proper n(-,• 0 2 234 compression web bracing must be Installed where shown+. Incorporation of component lathe responsibility of the building dad .a 4,iy "t4 V 3.Additional temporary bracing to insure stability during construction 2.Design assumes Me top and bottom chorda to be roughbawdy braced el 7 'l '.7 Is the responsibility of the erector.Additional permanent booing of T continuous end a1 ea s.o.reapectsely unless braced throughout their length by /[{� DATE: 12/8/2015 the overall structure h the re stbill of building designer. continuous ridging)or such as plywood aired wh re)o /or tlrywel(BC). • }. /9 { ^`. span ry o e 3.co Impact bridging or lateral bracing eh ad where shown«« ✓"1 1� SEQ.: K 15 8 0 9 8 7 4.No load should be applied to any component until after at bredng and 4.Installation of truss le the responsibility of the respedte contractor, fasteners are compete end at no time should any beds greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID• LINK deegn bads be applied to any component. end aro for^dycondition"of use. 5.CompuTrus has no control over end assumes no responsibility for the e.�ceeee scones NII bearing al all suppose shown.Shim or wedge If EXPIRES: 12/31/2016 ' fabrication,handling,shipment and installation of components. 7. ry Design tescha be eededon oreInegelo trussed. December 8,2015 B.This design h furnished subject to the Ilmlellane sat forth by e.Plates shag be located on both feces of truss,and placed so their center TPIS TCA in BCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate size of plate In Inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1L)-E tO.For basic connector plate design values see ESR-7311,ESR-7988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 208 3-4=( -90) 90 TC LATERAL SUPPORT <= 12"OC. LION. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0.PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ OH 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -60/ 93V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. COND. 2: Design checked for net(-5 psf) uplift at 24 g poc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" I) MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" (� MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" 7.50 MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), �� I load duration factor=1.6, al Trus designed for wind loads 0 I in the plane of the truss only. ko o 111-= 7 o � 5�� I o M-3x4 y 1-00 y 6-os. l 4-02-12 y , .D P R OFeA., (PROVIDE FULL BEARING;Jts:2,5,3,4 I ((c.0 \�1N EC�� .1 89782PE �' JOB NAME : 5019-B POLYGON - EJ5 • Scale: 0.9371 ,'".4 /r •. _ WARNINGS: G.ThRAeNOTEb, unless upon the mete 1 '7 OREGON N Truss: EJ5 Sunder and erection ate,wnlradcrshould oncobeeceludof all General Notes bilhis designlpbooed only caony o p eeIgnermewn and ieoper Individual and Warnings batons construction commences buildingcomponent.component of tlestgn parameters and proper t. ry 2.214 compression web bracng must be Installed where shown t incorporation of component Is the responsibility of the building tlesigner. .y ({nRY A V 3.Additional temporary bracing to Insure stability during oenstfucilen 2.Design and et l O the lop and Dodos unless be to be laterally braced et 7 �l �,J is the responsibility of the erodor.Additional permanent bracing of T o c at 10 o c rply unless braced throughout their length by V DATE: 12/8/2015 the overal struclure Is the responsibility f the building designer. nhopecontinuous ridgor r such as ac wg re uir a where shove r tlrywal(BC). /i t � aenn ipo g 3.Ix bridging relpndngity of whereshownte r"{ 1+. SEQ. : K 15 8 0 9 8 8 4.Na road should 6e applied m env component emit after an bracing and 4.Installation of truss is Bemresponsibility of the re.pedlva contractor. fasteners are compete and at no lime should any leads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID: LINK design leads be applied to any component. and are for"dry condition of use. 5.Gompulrue has no control over end assumes no responsibility ler the 8.Design assumes full bearing al el supports ahavm.Shim or wedge 11 EXPIRES: 12/31/2016 necefabrication.handling.shipment and installation of components. awry. 7.Design assumes atled drainage is providen December 8,20 15 15 8.This design Is famished subject m the Ilmlatbna set forth by 8.Plates shall be!opted on on both faces Maass,ent placed so their center TPIMTGA in SCSI,wpbs of which WI be lumiailed upon request lines coincide oRb Joint center lines. 9.Digits indicate size of plate in inches. MITek USA,Ina./CornpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design vetoes see ESR-1311.ESR-7965(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFiC_ATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(0) 60 2-4=(0) 0 BC: 2x4 KDDF #168TH SPACED 29.0" O.C. 2-3=(0) 85 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIF 0'- 0.0" -73/ 276V -15/ 598 5.50" 0.99 KDDF ( 625) 1'- 10.9" -159/ 185V 0/ OH 1.50" 0.30 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 71V 0/ 0H 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IHC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.002" @ l'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.007" @ 1'- 1.5" Allowed = 0.165" MAX BC PANEL LL DEFL = 0.013" @ 3'- 11.6" Allowed = 0.404" MAX BC PANEL TL DEFL = -0.129" @ 5'- 3.2" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" 1-11-11 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 (77 Wind: 140 mph, h=19.8ft, TCDL=9.2,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. 3 -/ M oI r- 0 I LD , o 1- c 0 1 M-3x9 l . l 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 I 9-00 - 89782PE 1• ' JOB NAME : 5019-B POLYGON - FJ1 Scale: 0.5747 '...d ^T WARNINGS: GENERAL NOTES, uMesa otherwise noted t% v) Truss: 1"'J 1 1.Builder and erection contractor should he advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual OREGON�n . and Warnings before construction commences. building component.Applicability of design parameters and proper C/{" \i 2,234 compression web bracing must be Inslellad where shown t. Incorpore0on of component I°the rocponsibgly of the building designer. y,..y A 3 Additional temporary bracing to Insure stability scaring=instruction 2.Design assumes the top and bottom se,chobs to be latently Orated at /^{ i is the responsibgny of the erector.Additional pemenent bracing of T o c end at 70'o.e.reepecilvely unless Mscatl throughout their length by continuous sheathing such as plywood ng(TC)and/or drywell(BC), " r'-'1.',4 /T U( �� DATE: 12/8/2015 the overall structure is the responsibility of the building dedgner, 3.2r Impact bridging or lateral bracing required where Mown a• v'=i L SEQ.: K 15 8 0 9 8 9 4.No load shroud be applkd to any component until after al bracing and 4.4.Installation attune ss the are to sibutisyd(nty of the h non-corrosive respective reactor. ret, fasteners are complete and at no time should any bads greater then Design assumes assign loads be applies to any component. end are for"dry condition"of use. TRANS ID: LINKJ cc 5.CompuTrue hoe no control over and assumes no responsibility the B.Design assumes el bearing at all supports snow.shim or wedge 11 EXPIRES: 122/31/2016 fabrication,handling,shipment and installation of components. gnary. 7.Design saw mea adequate drainage is prodded.sDecember 8,2015 6.This design is furnished subject to the limitations set forth by s,Plates shall be locates on both faces of truss,and placed so their center TPOWICA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits indicate size of plate in Inches. MTek USA,Ina./CompuTrus Software 7.6.6(1L)-E 10.For basis connector plate deeign values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1613TR SPACED 24.0" O.C. 2-3=(-37) 76 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 361V -29/ 9714 5.50" 0.58 [(DIP ( 625) 3'- 10.9" -1B4/ 175V 0/ OH 1.50" 0.28 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) i. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.228" MAX TC PANEL LL DEFL = -0.013" @ 2'- 3.8" Allowed = 0.268" MAX TC PANEL TL DEFL = -0.035" @ 2'- 0.7" Allowed = 0.402" MAX BC PANEL TL DEFL = -0.179" @ 9'- 11.3" Allowed = 0.539" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 3'- 10.9" 3-11-11 '1 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 (77 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration factor=1.6, Truss designed for wind loads 0 in the plane of the truss only. co0 0 _+ ,s7N O ,.0...ii. wr gi ib---" I 4 0 1 M-3x9 l l y 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 9-00 *1''''' � p PR p�rFs� ,, 04GINEFR /0 89782PE �<' JOB NAME : 5019-B POLYGON - FJ2 Scale: 0.5247 ' V WARNINGS:.Builder GENERAL NOTES, uMaupotherwise eparanetenoted: �j C)REG0N Q`. Truss: FJ2 Budderand erootion construction commences. amides or al General Noted ba design Iebased only upon the parameters Moven and is for r IneN dual ��/ )� and Warnings before construction commence. boldine component Applicability of design parameters and proper G 2�. z 2«4 compression web bracing must be installed where shown 4. Incorparellon of wmpaneM is the roaponalENlty of the building designer. .�[J ... 4 y.. Ar t'(t., 3 Additional temporary bracing to insure wallry donne oonmrucwn 2.Design assumes the top and bottom chords to be laterally braced et 7 J t'SY is the responsibility of the erector Additional permanent braGng of oo c.00 a110'o.c,reapecilvey unless brood ihroug ed:their I.ngm by 1 DATE: 12/8/2015 the overall structure is the responsibility continuous sheathing such as plywood sheathing(7C)anelor drywan(BC), �'"'`A UL aponsibility of the balding designer. 3.at Impact bridging or lateral bracing required where shown++ +_ SEQ.: Ki5 8 0 9 91 4.No load should be applied to any component until after an bracing and 4.Installation of foss Is the responabily of the respective contractor. fasteners are complete and at no time should any wads greater than 5.Design assumes trusses are to be used ins nonoorroeme environment, TRANS ID: LINK design loads be applied to any component. and ere for"dry condition"of use. 5.compuirue hes no control over end assumes no responslbilly for the 8.Dealers assumes fad bearing al all supports shown.Shim or wedge if .EXPIRES, 12/31/2016 ueea, lebnutbn,handling,shipment end inelellaticn of components. 7.Design assumes adequate drainage Is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.plates shall be located on both taus of teres,and placed so their center TPW.tICA In SCSI,copies of which all be furnished upon request. linea coincide with joint center lines. uTrus Software 7.6.6 1 L E 9.Digits Indicate eke of plate in inches. MiTek USA,Inc./Com P ( )' 10.For basic connector Mete design values see ESR-1311,ESR-1988(MITch) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.93 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIE. TL DEFL = -0.002" @ 7'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0n load duration factor-1.6, o II Truss designed for wind loads o in the plane of the truss only. N L o /- 1 w of A- 2,7%4174 6►� -/ 0 M-3x9 Y Y Y Y 1-00 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,5,3,4 I ,S.t. L,0 :9782PE fir' JOB NAME : 5019-B POLYGON - FJ3 .r ....••- Scale: 'fr, WARNINGS: GENERAL NOTES, unless otherwise noted y, ,OREGON �. t.Balder and erection contractor should be advised of al General Notes 1.This design Is bard only upon the parameters shown and Is for an Individual "' Truss: FJ3 end waming•before construction commences. balding component.Appllcablley of design parameters end proper /� If7 2.2xa compression web bracing mus be installed where shown.. Incorporation of component Is the responsibility of me building designer. ''Q �.l°4[!y V 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced al • •{'I Y � e" Is the responsibility of the erector.Additional t braane or 7 o c and at 10'c.c.reepeasely unless brand throughout their length by /l t upon permanent continuous sheathing such as plywood sheathing(TG)anter drywal(BC) Al"A U a� - DATE: 12/8/2015 the overall structure is the responsibility of the building designer. 3.24 Impact bridging or Mere)bracing required where shown++ SEQ. : K 15 8 0 9 9 3 4.No load should be applied to eny component until after all bracing end 44.. talatlen of truss issrs responsibility are spo wNu.w Int the enesppecttive coactor.environment, fasteners are complete and at no time should any foods greater then a Design for"dry trusses s of use. TRANS I D: LINK design Wads be applied to any component. 8.Design assumes full bearing at Cl supports shown.Shim or wedge if 5.CompuTrus has no control over and assumes no responsibility for the ce,rry. EXPIRES: 12/31/2018 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 B.This design Is mmished subject to the limitations set forth by e.Plates shell be located on both laces of trim,and placed r their center TPpwICA in SCSI,copies of which will be furnished upon request. hes coincide with ion center lines. 9.Digits indicate We of plata in Inches. MITek USA,Inc./CompuTrus Software 7.6.6(1L)-E to.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" S.C. 2-3=(-226) 207 3-4=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)r-DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PIP BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 21511 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-5 af) uplift at 24 " IC g p poc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.427" ') ( MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" • MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0) co Truss designed for wind loads �� o in the plane of the truss only. 1 r o ,k O a PTA 1 21'1:245,,,,,t......, 0 M-3x4 y 1-00 y 6-00 y 3-11-11 y ,i,c, P11Q1['E0,9 'PAOVIDE FULL BEARING;Jts:2,5,3,9I 4 ^' E V 4C` ' �,4 0,09 :9782PE v.-- JOB NAME : 5019-B POLYGON - FJ4 ,r / Scale: 0.9386 ,Ir OW WARNINGS: GENERAL NOTES, -Ness o the aramete y OREGON FJ4 Budder and erection mmrectaronadabeeceleed or an General Notes Thisdesigncomponent. ohbased only plcaupon the parameters armowna r laor an individual ,ay Truss: and Warnings before construction commence.. incorporation comp onent.ponen is of design parameters and proper l�yr f(.01 '1 pOQ ` 2.Dt4 compression web brerng must be Installed where shown ti Incorporetlon of component la the responsibility of the building designer. .()�.. ' AY r V �. . 3.Additional temporary bracing to Insure stability during construction 2.Design ode)assumes10 the top and bottom chums to be laterally braced at 7 ,l J Is the responsibility of the erector.Additional permanent bracing of 0 pc.and at 10 o c rsuch cc sly unless braced throughout their length by continuous sheathing such as plywood sheething(TC)andbr drywall(BC). �,/( t + DATE: 12/8/2015 the overact structure is the responsibility of the budding designer. 3.Is Impact badging or leant bracing required where shown . IA L SEQ. : K1580994 4.No load should be applied to any component until after all bracing and 4.Installation of truss k Coe responsibidly of the reapectWe contractor. fasteners are compete and at no time should any lands greater than 5.Design assumes trusses ere to be used In a noncorrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry cortlk:on''ofuse. 5.CompuTms hes no control over and assumes no reaponslblRy for the 5.DeShim 81)bearing et all.annum Arson.shim er wedge a EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. ry 7.Design latessoumecadet en othl face Is proddtruss, December 8,2015 8.Tule design la fumlehad object to the limitations of forth by S.Plates shell be bce:ao on both leas of truss,and placed so their center TPWJTCA in SCSI,copies of which will be furnished upon request. lines coincide with Ick:center lines. 9.Diin M)Tek USA,lnc./CoerpuTrne Software 7.6.6(1L#E 10.Foplts beela catnneeto:�sNef late dese ign I p sign values we ESR-1311,ESR-1988(MITek) r This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0163TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF k16BTR SPACED 24.0" O.C. 2-3=(-222) 208 3-9=( -90) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 9.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 379V -73/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -193/ 368V 0/ 0H 1.50" 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 95V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" y MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.033" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.044" � ) MAX TC PANEL LL DEFL = 0.038" @ 3'- 4.9" Allowed = 0.927" MAX TC PANEL TL DEFL - -0.052" @ 2'- 11.9" Allowed = 0.641" 12 MAX HORIZ. LL DEFL = -0.003" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 9'- 11.2" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), j) ti load duration factor =l.6, ON Truss designed for wind loads o in the plane of the truss only. ko o I JI/ B 5 �o 5�4 I 0 M-3x4 ,I, 1-00 6-00 4-04 y ,<�Q. D PF�n�'�c`r� (PROVIDE FULL BEARING;Jts:2,5,3,4 Ci NG;11V E,F,4 �92 4k7 89782PE 17_,,„. JOB NAME : 5019-B POLYGON - FJ5 • Scale: 0.9315 y"'r -_-,,e Builder GENERAL NOTES, unless otherwise noted (1' �� �O� _4,s 1.Buller and arodbn coaador ahold be advised of al General Notes 1.This design le based only upon to parameters shown and is for an individual --7� ©' Truss: FJ5 and Warnings before construction commences. building component.Appllcadltty of design parameters and proper f1 2 Dt4 compression web bracing must be installed where shown e. incorporation of component Is IM rosponalbpity of the building designer. =T, GA Y 5 V 3.Additional temporary bating to Insure stability during construction 2 Design assumes me by and bottom chortle to a laterally leered et 77 ''ll '� V T me.and at ill me.rapecaly ones.braced throughout their length by h the roaponsidllty of me erector.Additional permanent bracing of s continuous sheathing such ess plywood sheathing(TG)ash/or drywal(BO). p/7 I t �'`"4 DATE: 12/8/2015 the overall structure is the responsibility of to A U L.building designer. 3.2c impact bridging bar lateral bracing required where shown s a S E K 15 8 0 9 9 5 4.Na bad should a applied to any component ural after al sp bracing and 4.Installation ohms.is the rsansibllty Who racpectNe comrador. 4 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses era to be used Ins nonce move environment design bade be applied to any component. end are for'dry condttion"of use. y�]F Q e] )a�/'�.4 G TRANS ID: LINK B.Design assumes tdl bearing at ail supports anter.Shim or wedge B EXPIRES:7: It7 TLV I V 5.CompuTrus hes no control over end assumes no reaponaidlity for the necessary fabrication,handling,shipment and metellation of components. 7.Design amines adequate drainage is provided. ah furnishedDecember 8,2015 .This design subject to the limaB.llons set forth by Plates sal re be located on both(as album and placed so their center TPIMTCA in BCS(,copies of which oh be famished upon request. Mins coincide with taint center lines. g.Digits indicate else of plate in Inches. MTek USA,Inc./CBmpHTfus Software 7.6.6(IL)-E to.For basic connector plate design velum me ESR-1311,ESR-LBBB(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 3.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-8=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-969) 453 3-4=(-324) 289 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-231) 200 BC LATERAL SUPPORT <= 12"OC. SON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSE5-6=(-119) 89 DL ON BOTTOM CHORD = 10.0 FSE 6-7=( -47) 22 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PIE' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -145/ 4235 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -208/ 348V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9'- 11.2" -138/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -159/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -123/ 209V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 3.2" -4/ 3V 0/ OH 1.50" 0.01 KDDF ( 625) • 8-01-03 11-02-01 'C OND. 2: Desi checked for net(-5 gra psf) uplift at Itcecriracing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL80 MAX LL DEFL = -0.002" @ -1'- 0.0" All = .100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" All = .133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" All = .427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" All = .641" MAX BORIS. LL DEFL = -0.009" @ 17'- 2" 5MAX HORIZ. TL DEFL = -0.009" @ 17'- 2" 12 7.50 Design conforms to main windforce-rtinsystem and components andcladding Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 71." ' , (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), jload duration factor=1.6, M-3x5(5) o Truss designed for wind loads in the plane of the truss only. 3 • ,'- kw o o M-3x4 wo r Rope ; y J, y co' NGINE 1-00 6-00 13-03-04 �y~ 'T 011',, 'PROVIDE FULL BEARING;Jts:2,8,3,4,5,6,7 I 4t- 89782P 82 pE p / f-G JOB NAME : 5019-B POLYGON - FJ10 Scale: 0.2585 V WARNINGS: GENERAL NOTES Mee otherwise noted OREGON /'rye Truss FJ10 Builder and erection contractor should be advised of ail General Notes 1.This designisbasad silly upon the parameters shown and is for an Indvidual � "9 OREGON Com), and Warnings before construction commences building po Ain pliability of design parameters and proper .1 y , 3.3a4 compression web bracing must be installed where shown+. Incorporation fcomponent a the rosponsibAlty of the budding designer. fff' �I�py_AJ �j �.. 3.Additional temporary bracing to Insure stability during construction 2.Design iha NI,arm Bolam chords to be leteraAy braced at .11.,„5, S:) Is the responsibility of the erector.Additional permanent bracing o! T o c.and t 10 roepsclvely anises braced Throughout their engin by A UL `' DATE: 12/8/2015 the overal structure Is the responsibility f the buildin desi designer. °°Iona M int r such l bs plywood required et where s and/or tlryweA(BC) �e \ ° g 9 3.In Impact bridging r Or erel brodng required where shown++ SEQ. : K15 8 0 9 9 6 4.No load should be spoiled to any component until after all bracing and 4.Installation of Inas%me responsibility of the respective contractor. fasteners are complete and at Iw time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment. TRANS. ID: LINK design loads be applied to any component. and are for dry condi':on"or use. 5 CompuTel has no conlrol over and assumes no nape Sbilay for the 6.Design NII aaarl.tq at all supporta shown.Shim ar wedge If EXPIRES': 12/31/2016 fabdcatlon,handling,shipment and installation of components. 7.Iecosery 8.This design is Furnished subject la the limitations set forth by 8.Plates nshalll be located onassumes e both facese iMinds.s and placed so their center December 8,2015 TPIW1'CA In SCSI,copies of which will be furnished upon request. Anes coincide with joint center lines. 9.Digits Indicate sine of plate In inches. MITek USA,Ind./CompuTrus Software 7.6.6(1L)-E M.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 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x4 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 204 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-49) 46 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 296V -15/ 59H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -107/ 1015 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 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 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX TC PANEL LL DEFL = 0.002" @ 1'- 0.0" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.165" '1 f MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 12 7.50 MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads '' in the plane of the truss only. o N 0 I ti 0 c -_ o 111111=41111 1000, 1 M-3x9 ) 1, 1 1-00 (PROVIDE FULL BEARING;Jts:2,3,4 1 6-00 �� �D PROF ,, ��GIN R f09 ..` 8.782PE r • JOB NAME : 5019-B POLYGON - J1 Scale: 0.6771 V WARNINGS: GENERAL NOTES, Mess otherwise noted 0,•••• (y['� /'� I�� 1.Builder and erection contractor should be advised of al General Notes t.This design Is based only upon the parameters shown and Is for an Individual ] -OREGON OI M Truss: J1 and wamhga before construction commences. building component.Applicability of design parameters and proper V pyla 2.2e4 compression web bradng must be installed where Mown Incorporation of component is the responsibility of the building designer. rA V A��; 1.'k V 3.Additional temporary bradng to Maws stability during construction 2 Design assumes the top and bottom e,,choler 10 be laterally braced at 17 'l J,.‘,4<d-it the responsibility of the.radar.Atltlhlanal permanent bredng of 2 o.c.and at 18 o c respect ply unless braced throughout their length by V continuous sheathing such as plywood sheeththg(TC)end/or drywall(BC). � PA 1 1 l DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. J.2s Impact bridging or lateral bracing required where own•• �,1 1.. SEQ.: K 15 8 0 9 9 7 4.No load should be appled to any component antl ager al bradng and 4.Installation of tras Is the raaponablety of the reapectNe contractor. fastener era complete and at no time should any bads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, design loads be applied to any component. end ere for*dry condition"of use. TRANS I D: LINK s.compums has no control over and assumes no responsibilityfor the 6.De&ceg assumes MI bearing at all supports sheen.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design la furnished subject to the limitations set forth by B.Plates shall be located on both races of trans,end placed so their center TPI/WTCA In SCSI,copies of which vIl be furnished upon request. Ines coincide with joint center lines. 9.Digits Indicate size of plate In Inches. MITekUSA.Ina./CompuTrus Software 7.6.6(1L)-E 10,For basic connector plate design value.sea ESP-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-9=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-76) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.1 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.3 P:.F LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.1, PIF 0'- 0.0" -43/ 346V -29/ 97H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -106/ 126V 0/ OH 1.50" 0.20 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5,50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD.TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" 3-11-11 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" f f MAX TC PANEL LL DEFL = 0.015" @ 2'- 2.2" Allowed = 0.268" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 7.50 MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" . 3 -1 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads oo in the plane of the truss only. 0 0 N ko CD f !Si O _ M-3x4 l l y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,4 R •KGs _ �G1N��.9 0 `t` 89782PE -7_,...JOB NAME : 5019-B POLYGON - J2 .{{y • Scale: 0.6027 •'-! WARNINGS: GENERAL NOTES, i.nkss otherwise noted 77 too 40 --+�.w Truss: J2 1.Solder end erection contractor should be advised of al General Notes 1.This design Is based only upon the parameters Mown and S for an Individual 1'4,OR GON ©f. and Warnings before construction commences building component Applicability or design parameters and properry 2.Zo4 compression web bradng must be installed where shown v. Incorporation of compuhenl k the responsibility of the building designer. �J� 4 f i V�T 3.Additional temporary bracing to Insure stability during constnrction 2.Design assumes the lop and bottom Mora to braced t latently braced at • Is the responsibility of the erector.Additional permanent bracing of o7 o.c.and et 10'o.c.such as sty unless throughout their length by DATE: 12/8/2015 the overall structure Is me responsibility of the building designer. conllnuous sheathing such as plywood sheathing(TC)end/or drywaA(BC). PAUL 4.Na Iasi should be applied to any3.2s Impact bridging or lateral Wooing required where shown+• kiL, SEQ.: K 15 8 0 9 9 8 pp component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any roads greater than 5.Design assumes trusses ere to be used in a non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are for"dry condition"of use. 12/31/2016 { / /�4 5.I rnpuirs has no control over and assumes no responsibility kr the 8.. ..a assumes full bearing•I all'woods shown.Shim or wedge if EXPIRES: 2�. 1{J V 1�7 fabrication,handling,shipment and installation of components. ry' 8.This design is furnished subject to ma limitations set forth pie snag be boated betthh y of drainage dims,and plead w their center December 8,2015 TP W1TCA In SCSI,copies of which will be furnished upon request, goess c coincide with h Joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1L}E P Digits indicate size of plate In inches. 7I.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'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RIDE #168TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 KDDF #1(.BTR SPACED 29.0" O.C. 2-3=1-114) 86 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -46/ 902V -93/ 136H 5.50" 0.64 KDDF ( 625) 5`- 9.2" 0/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -BO/ 159V 0/ OH 1.50" 0.25 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.102" @ 3'- 7.2" Allowed = 0.925" 5-11-11 NAX TC PANEL TL DEFL = -0.103" @ 3'- 9.8" Allowed = 0.638" T 1. MAX HORIE. LL DEFL = -0.001" @ 5'- 10.9" 3 MAX HORIE. TL DEFL = -0.001" @ 5'- 10.9" 712Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=9.2,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. 01 0 tioco0I 0 1 1 b l 1-00 6-00 ryt� 'PROVIDE FULL BEARING;Jts:2,4,3 I ,.` ,D P R 0r0,51 • 89782PE r' JOB NAME : 5019-B POLYGON - J3 Scale, 0.5502 ' ---' -4.0.•' I Builder WARNINGS: OThis design unless upootherwise teramete: 9�OREGON°Ns S t.Buider arts erection contractor shouts be advised of all General Notes 1.This destgn la based only upon the parameters Mown and is for an individual V`J Truss: J 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Di4 compression web bracing must be Installed where shown•. Incorporation of component la the responsibility of the building designer. 'g AR y At5 3.Additional temporary bracing to Insure stability during construction 2 Design end at tO the lap and bottom Mobs to be laterally braced at _\ j lathe rotponalNltty of the erector.Additional permanent bredng of 2'o.c. at 10 o c.rsuch cc ly unless braced throughout Meir length by ��+akk ('�a*V continuous sheathing such as plywood sheathing(TC)andlor drywall(BC). (""A, '+L. T' DATE: 12/8/2015 the overall structure is the responstbiily of the balding designs, 3.2a Impact bridging or lateral bracing required where Mown•• v 4.No load should be applied to any component anti after al bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 15 8 0 9 9 9 fasteners are compete and at no time Mould any loads greater than 5.Design assumes tosses are to be used In a non-carrolve environment, T RAN S I D' LINK design loads be applied to any component. and Dearsign assumes for"dryfullbe condition"0?use. 5.CompuTras has no control over and assumes no responsibility for the B.DeesIg MI bearing at all supports Maven.Shim or wedge If EXPIRES: 12/31/2016 ry, febdcetbn.handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces alms,and placed so their center TPtWTCA in BCSI,copies of which el be furnished upon request. lineg,Digiooindde ts indicate size jo int center lines. plate in Indies. MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E /a.For basic connector plate design values see ESR-1371,ESR•1888(MITek) This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x4 KDDF #l&BTR SPACED 24.0" O.C. 2-3=(-168) 152 3-4=( -75) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -58/ 175H 5.50" 0.60 KDDF ( 625) LL = 25 POE Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -166/ 336V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1.50" 0.00 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Designchecked for net(-5 IC (- psf) uplift at 24 "ow spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.060" @ 2'- 9.3" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" 12 7,50 p MAX HORIZ. LL DEFL = -0.002" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.002" @ 7'- 10.9" 3 Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), rn load duration factor=l.6, If Truss designed for wind loads o in the plane of the truss only. N o /- "rE o I 21.27. 5 PEMM 0 M-3x4 1-00 6-00 1-11-11 () RO (PROVIDE FULL BEARING;Jts:2,5,3,4 I 4 s _Si II - 89782PE r". JOB NAME : 5019-B POLYGON - J4 ''� • .4rr ' • • Scale: 0.5080 Mil WARNIN 1.Builder GENERAL NOTES, uMeupo the envise mete 1! tO, REGON >.� Truss: J 4 and W and erection contractor n nn be advised of all General Notes. This design p nsnt.only upon the parameters shown end b for an Ind ldual and Wammgs before conatrudbn commences. building component.Applicability of design parameters and Proper ,, �� 2.204 compression web bracing must he Installed where shown* Incorporation of component Is me responsibility of the building deNgner. 2.Design 1assumes the top and bottom ass ler to be throughout braced at 7�("t.. 'l R '`J ��j. 3.Additional temporary bracing to insure stability during construcition 7 o c.and at 10 o.c respectively unless brabed throughout their length by T S;‘\:1 +�` V Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or dryWaN(BC) �" ,+t ' \ DATE: 12/8/2015 the overall sirudure is the responsibility of the building designer, 3 25 Impact bridging or Were)bredng required where shown** U 1_ SEQ. : K 15 8 10 0 0 4.No load should be applied to any component tmtN after ell bradng and 4.Installation of Huss is the responsibility of the respective contractor. fastener.are complete and at no time should any bads greater than 5.Design assumes busses are to be used In a noncorroNve environment, TRANS I D: LINK design bads be applied to any component. and are for"dry condition.of use. 5.Campurrus has no control over and assumes no responsibility sr the 6.Desitin assumes inn bearing at all support shown.Shim or wedge it .EXPIRES:: 12/31/2016 febdcatlon,handling,shipment and installation of components. nexseery. 7.Design assumes adequate thdrainagefis provided. December 8,201 5 8.This design furnished to the limitstionso set pon n B.Plates shell be stated at both laces of truss,and placed so their center TPIN'TCA in SCSI,copies of which MN be furnished upon request. Ince coincide with Joint center linea MTek USA,Inc./Com Trus Software 7.6.6 iL E 9.Digits indicate size of plate in Inches. Ica ( )- 10.For basic connector plate design values eee ESR-1311.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-226) 207 3-9=( -90) 90 TC LATERAL SUPPORT <= 12"OC. 110N. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX BORE BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -73/ 215H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 ROOF ( 625) 5'- 11.2" -192/ 367V 0/ OH 1.50^ 0.97 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -50/ 91V 0/ OH 1.50" 0.15 ROOF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Desi checked for net(-5 sf) uplift at 24 "oc s Design p ppacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -! MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.038" @ 3'- 9.9" Allowed = 0.927" f' MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.641" 1 MAX HORIZ. LL DEFL = -0.003" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 9'- 10.9" 12 7.50 p Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.3ft, TCDL=9.2,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 0oin the plane of the truss only. r- ow 0 0 L la 2 5_� - o M-3x4 y 1-00 6-00 y 3-11-11 y ` 0) PR p�rFss PROVIDE FULL HEARING;Jts:2,5,3,9 ,� 4 ,y�y['�G"yI(NE�j�cc • R fp,�+ 89 821-E �` JOB NAME : 5019-B POLYGON - J5 • Scale: 0.9386 '�WNW WARNINGS: GENERAL NOTES, unless otherwise noted c... OREGON a �"J 1.BA lder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is kr an Individual Js 'ie J5 andwaminge baron wdid conen commences building component.Applicability ofdearon parameters and proper " E 2.244 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. .tr• 'Ap if l'�'' 3 Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be laterally braced at 'l J �VV. by la the responsibAby of the eredor.Additional permanent bracing of continuous sheathing each as pltywaotl Msalhing(TC)endbr tlryeal y unless breced throughout their BC). DATE: 12/8/2015 the overall atnMure is the responsibility of the building designer. 3.2e Impact bridging or lateral bracing required where shown++ -AUL SEQ.: K 15 810 01 4.No load should be applied to any component anti alter all bracing and 4.ustellaho wme i last.responsibe bility i the s non-corrosive contractor. environment. f.aenereare oomplaleand at to time shomaany la.eegreater than ender assumes trusses are use. TRANS I D: LINK design loads be applied to any component. 6.Design assumes full bearing Sr all supports shown.Shim or wedge If 5.CompuTrus has no control over end assumes no responsibility for the necessary. EXPIRES:. 12/31/2016 mbncatlon,handling.shipment and installation of components. 7.Design assume.adequate drainage is provided. December 8,2015 S.This design isfamished subject to the limitations set forth by 8.Plates shall be located on both faces of buss,end placed so their center TPUWICA In BCSI,copies of which will be furnished upon request. Mee coincide with joint center lines. 9.Digits indicate size of plate hr Inches. MITek USA,Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(Mack) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-276) 260 ( ) 0 3-4=(-132) 96 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -45) 22 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSP' DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 POP Ground Snow (Pg) 0'- 0.0" -23/ 376V -88/ 257H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -189/ 353V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -106/ 189V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -23/ 46V 0/ OH 1.50" 0.07 (DIF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. S 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 �( MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.040" @ 3'- 9.9" Allowed = 0.427" 4 MAX TC PANEL TL DEFL = -0.059" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.004" @ 11'- 10.9" 12 MAX�( HORIZ. TL DEFL = -0.004" @ 11'- 10.9" 7.50 177 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (A11 Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 1 0 load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. 0 I o v I � 6�- o M-3x9 y 1-00 y 6-00 'PROVIDE 5-11-11 I y ` �NCxIMes`rj(,�... PROVIDE FULL BEARING;Jts:2,6,3,4,5 f,` 11 1..T T 4t 89782PE ter'' JOB NAME : 5019-B POLYGON - J6 < .,.r ' • l. • Scale: 0.3914 WARNINGS: GENERAL NOTES, tinp uporwise n the '9y OREGON Truss• J 6 1.Budder and stealer contractor should be advleetl of all General Notes This design rte Is based only upon the parameter,Mown and is for en individual �� and Warnings before construction commences. building component.Applicebllity of design parameter.and proper o 2.2.4 compression web bracing must be installed where shown+, 4013- Incorporation of component Is the responsibility of the bulging designer. �� 4 3 Additional temporary bracing to Insure stability during construction 2.Design assume,the tap and bottom chord.to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of T o.n.and el 1 P e.c.reepectNaly unless braced ihmughout their lenge,by .,0\N.% DATE: 12/8/2015continuous sheathing such es plywood required iter.)and/or drywall(BC). ,a ` the overall structure Is me responstbllty of the building designer. 3.2a Impact billing or lateral bracing where shown++ }.I� SEQ.: 515810 0 2 4.No bad should be applied to any component until alter all bracing and 4.Installation of Was is the responsibility of the respedNe contractor. fasteners are 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 wads be applied to any component. and are wrdry oondmmnor use. s.compuTrae ha,no control over and..eames no responsibility far me g.Design assumes nal bearing at au supports ohoor,shim or wedge n EXPIRES: 12/31/2016 necee rebrtcanon,handling.shipment and installation of components. y.Design ssumes adequate drainage is provided. December 8,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPINVECA in SCSI,copies of which wig be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./Com Trus Software 7.6.6 1L 9.Digits indicate size of plate in inches. ( E 10.For basic connector plate design values see ESR-1371,EBR-t986(MiTek) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 10'— 10.7" ICOND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. Design conforms to main windforce—resisting system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 190 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), TOTAL LOAD = 42.0 PSF load duration factor=l.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL as REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. M-1x2 orequal 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. 5-05-06 5-05-06 1' T 1' 12 12 7.50 [77. 7.50 Q 7.so 3 o ,4il1iN 0 M-3x4 M-3x4 y 1 l l 1-00 10-10-12 1-00 �ti�co PRQ1 �u���, .. E 6, . , - •9782PE C JOB NAME : 5019—B POLYGON — G1 Scale: 0.5268 •`*' � ' WARNINGS: GENERAL NOTES, unless otherwise noted I OREGON l� 1.Builder and erection contractor should be advised of all General Notes t.The design Is based only upon the parameters shown and Is for en individual 1" ,OREGON (r N. �},. Truss: G1 and Warnings before construction commences. building component.Applicability of deep parameters and proper I P& 1 j 2.Da4 compression web bredng must be totalled where shown a, incorporation of component Is the responsibility of the building designer. 11:411.' (/qAy A L'J `V (¢. . 3.Additional temporary bracing la Insure stability during construction 2.Design assumes the top and bottom chords to be laterally brecad tI/•al /�a Is the responsibility of the erector.Additional permanent bracing o/ T o.c.and at 10 o.c.reepect.ehy unless breced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywel(BC). PAI 1{ 0 DATE: 12/8/2015 the overall structure lame responsibility of the bolding designer. 3.a<Impact bridging or lateral bracing required where shown a 4 V w. SEQ.: n 15 8 10 0 3 4.No bed should be applied to any component until after all bracing and 4.Installation of buss la the respanslbilty of the rsapedNe contractor. fasteners are complete end at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. end are for full condition"®use. daft 5.CompuTrus has no control over and assumes no responsibility for the 6.Deems assumes full bearing t all supple shown.Sher or we If EXPIRES: 1.2/31/2016 necessary. December°p fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. DeC2 ,2015 8.This design is furnished subject to the limitations set forth by 8.Plates shall be bated an both faces of trues,and placed ea their center TPWJTCA In SCSI,copies of which all be furnished upon request. lines coincide with joint anter line. 9.Digit.Indicate site of plate in inches. MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E II.For basic connector plate design values see ESR.t311,ESR-t955(Mitek) This design prepared from computer input by Pacific Lumber and Truss–BC LUMBER SPECIFICATIONS TRUSS SPAN 9'– 11.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. J TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. Design conforms to main windforce–resisting WEBS: 2x9 KDDF STAND LOADING system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= l2"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD = 42.0 PIE load duration factor=1.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads 10-1.5x9 or equal at non–structural in the plane of the truss only. vertical members (uon). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON–CONCURRENTLY. 4-07-12 0-03-12 1 1' T 12 6.00 p M-1.5x3 ul I 0 N 2 O I 11111111111 o 1 ������������������������������������- 5 6 M-3x9 M-1,5x3 l l y 1-00 4-11-08 P R Qp��c<'� hrNO1NE. S r•:0 .A0 GCr ' 8*782PE -7_,.. JOB NAME : 5019-B POLYGON - Hi ,. Scale: 0.5947 ,ra/� - -- WARNINGS: GENERAL NOTES, unless otherwise noted 4) Truss: H 1 1.Builder and eredlon contractor should be advised of all General Notes t.This design b based only upon the parameters Mown and d "for an Individual 7 OREGON o', and Warnings before construction commen«s budding component.Applicability of design parameters and proper ,00 2.2x4 compression web bracing must be installed where shown r Olt- incorporation of component Is the responsibility of the build rig designer 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom chords to be laterally bread e1 y, q,�Y tip,� Q�`. Is the responsibility of the erector.Additional permanent bracing of T a.c entl at 70 c.c. epadhrety unless beced ihroughoul their length by DATE: 12/8/2015 the overall structure is the responsibility of the budding designer. continuous sheathing such as plywood sheathing(TC)and/or drywad(BC). I" 3.2x Impactbridging or literal bracing required where shown•.r. a P SEQ.: Ki5 810 0 4 4.No bad Mould be applied to any component until alter all bracing and 4.Installation of inns is the respnnsibely of the nespectNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition-of use. �/d� d'� c 12/31/2016 S.CompuIre has no control over and assumes no responsibility for the b.Design assume.Rat bearing at ad supports Mown.Shim or wedge If E I RES: febrhatlon,handling,shipment and Installation of components. 7.neco Design sea umes 6.This design le furnished subject to the limitations set forth by 8.Plates shall be besteduoneboth faces drainage Is provided. and placed so their center December 8,2015 TP WVTCA in BUST,copies of which will be furnished upon request. dues coincide with point center lines. M Tek LISA,Inc./CompuTru6 Software 7.6.7(1L}E B.Digits indicate ads of plate In Mopes. 70.For basic connector plate design values see ESR-1311.ESR-1568(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 128F #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-98) 52 3-5=(-150) 145 BC: 2x4 KDDF #1SBTR SPACED 29.0" O.C. 2-3=1-96) 71 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 NSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -74/ 358V -34/ 99H 5.50" 0.57 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 11.5" -25/ 199V 0/ OH 5.50" 0.32 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 2'- 8.1" Allowed = 0.295" 4-07-12 0-03-12 MAX TC PANEL TL DEFL = -0.036" @ 2'- 6.3" Allowed = 0.942" 1' 1' 'f MAX HORIZ. LL DEFL = 0.000" @ 4'- 7.7" 12 MAX HORIZ. TL DEFL = 0.000" @ 4'- 7.7" 6.00 Design conforms to main n windforce-resisting M-1.5X3 4 system and components and cladding criteria. 3 Wind: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, .1.11141111 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N I m O o n o M-3x4 M-1.5x3 y l l 4-07-12 0-03-12 l 1 l 1-00 4-11-08 p OPe �,„c( 040 4.c.? /0 Az' :9782PE �<' JOB NAME : 5019-B POLYGON - H2 -" 1 Scale: 0.5632 NAMNI WARNINGS: GENERAL NOTES, unless othenlse noted .,., / >\() 1 Builder and erection contractor should be advised of al General Notes 1.Thi.design Is based only upon the parameters shown and Is for an individual �I 4,OREGON h t}... Truss: H2 and Warnings before construction commences. building cempenent.Applicability of design parameters and proper soya I(/f YSY 2.Dib compression web bradnp must be Installed where Macon•. Incorporation of component 1s the responsibility of the building designer. 1749, Uq RY A Gj V/meq^ 3.Additional temporary bracing to Insure stability during construction 2.Dellen assumes the top and bottom chords to be roughskteralty braced et { tom/ Is the responsibility of the erector.Additional permanent bracing f 7 o.c.end at 10 e.c.respectively unless braced throughout their length by j+) ( V spa ity permane g o continuous sheathing such es plywood sheething(TC)and/or drywaltBC) PA UL s i� DATE: 12/8/2015 the overall structure Is the reepenelbRty of balding designer. 1 2s Inked bridging or lateral bracing required where Mown•• 4.No bad should be applied to any component until after ell bracing and 4.Installation of truss Is the reaponslbGty evils respective contractor. SEQ.: K 15 810 0 5 fasteners are compete and at no time should any loads greeter than 5.Design assumes trusses are to be used In a non-wnosive environment, T RAN S I D: LINK design leads be applied to any component. and are for cendeloning"of use. 5.CompuTrus has no control over end assumes no responsibility for the 8.Gey "'t°°""°"°"supports Shirr or""°°" EXPIRES: 12/31/2016 awry. fabrication,kindling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. December 8,201 5 6.This design la furnished subject to the limitations set forth by 8.Plates Mag be located on both faces of buss,end placed so their center TPIIWOCA In SCSI,copies of which will be furnished upon request. Ines nicesize o coincide dte with joint plate In inches. g, MTek USA,Ina./CompuTnls Software 7.6.7(1L)-E to.For bask connector plate design values we ES12-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-62) 83 3-5=(-199) 180 BC: 2x9 KDDF #l6BTR SPACED 24.0" O.C. 2-3=(-126) 110 WEBS: 2x9 ROOF STAND 3-4=( 0) 0 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" -78/ 913V -46/ 1235 5.50" 0.66 KDDF ( 625) 1 LL = 25 PSF Ground Snow (Pg) 6'- 5.5" -35/ 263V 0/ OH 5.50" 0.42 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET. ICOND. 2: Design checked fox net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.130" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.190" @ 3'- 3.3" Allowed = 0.610" 6-01-12 0-03-12 1' '( 'i' MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" 12 MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6.00 [7 M-1.5x3 9 � 3 Design conforms to m windf orce-resisting system and components and cladding criteria. - 41 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. u o r oti o nn 011 o � � _ x I 11 M-3x9 M-1.5X3 1 l l 6-01-12 0-03-12 l J. el 1-00 6-05-08 sEo PR°FFs �`.� �A .E-,9. % �" 89782PE r JOB NAME : 5019-B POLYGON - H3 • Scale: 0.5257 ,. [r+ NW WARNINGS: GENERAL NOTES, unless o theparnstte. • °'1,/, EP 1.Budder and ereceor contractor Mould be advised of eq General Notes 1.This dgMon is based only upon the parameters Mawr and Is bran individual Truss: H 3 and Warnings before construction commences bunting component Applicability of design parameters and proper V EP 2.Dt4 compression web bracing must be Installed where shown o, incorporation of component Is the responsibility of IM building designer. -T �q��: 1 3.Additional temporary bracing to insure stability during construction 2 Design rd 10 the lap and bottom chords to be laterally braced at 7 '1 J is the responsibility of the erector.Additional permanent bracing of 7 o c.and at 17 o.c.respecee ply unless braced throughout their length by /`{ DATE: 12/8/2015 the overal structure la the responsibility of the building designer. continuous4Imp sheathing such as plywood required et where s and/or dryweq(BC). `. �'.a ( `� 3.2a Impel bridging or lateral bracing required where Maven s s /•j SEQ.: Ki5 810 0 6 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 6.Design assumes trusses are to be used Ina non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dry condition•of use. 8.RompuTrus has no co rot over and assumes no responsibility for the s.Design assumes mil bearing 1 an supporta shown.Shim or wedge if EXPIRES: 12/31/2016 fabrication,handling,shipment and installation of components. 7.necesssss umes 8.This design ismmlehedsubject tothe limitations set forth by 8.pletssnshall belocateduoaneboothfacese ioftruvsss,and placed sotheir center d. December 8,2015 TPbWTCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indicate she of plate In inches. MITek USA,Ino./Compulrus Software 7.6.7(1L)-E 10.For basic connector piste design values see ESR-1311.ESR-1888(Web) o This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 10-10-12 GIRDER SUPPORTING 10-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 RODE #1413TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=( 0) 60 2-6=(-117) 1071 6-3=(-165) 1133 BC: 2x6 RODE #16BTR 2-3=(-1383) 233 6-4=(-117) 1071 WEBS: 2x9 KDDF STAND LOADING 3-4=(-1383) 233 LL = 25 PSF Ground Snow (Pg) 4-5=( 0) 60 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 10.7" V BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 100.0)+DL( 88.0)= 188.0 PLF 0'- 0.0" TO 10'- 10.7" V BEARING MAX VERT MAX HORZ ERG REQUIRED BRG AREA OVERHANGS: 12.0" 12.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -292/ 1487V -76/ 76H 5.50" 2.38 ROOF ( 625) 10'- 10.7" -292/ 1487V 0/ OH 5.50" 2.38 ROOF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.017" @ 5'- 5.4" Allowed = 0.499" MAX LL DEFL= -0.002" @ 11'- 10.7" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 11'- 10.7" Allowed = 0.133" MAX TC PANEL TL DEFL = 0.059" @ 2'- 11.9" Allowed = 0.592" 5-05-06 5-05-06 f f f MAX HORIZ. LL DEFL = 0.005" @ 10'- 5.2" 12 12 MAX HORIZ. TL DEFL = 0.009" @ 10'- 5.2" M-4x6 Q 7.50 7.50 1;7 4,0" 3 Design conforms to main windforce-resisting o system and components and cladding criteria. �� Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. Alld=1111 o I o 6 ►�4 1 0 ci M-3x4 M-3x6 M-3x4 1 i 1 5-05-06 5-05-06 _ y 1-00 y 10-10-12 1-00 , O) PR04ss 1/45„,S �GIryEFh' r© :9782PE vcl JOB NAME : 5019-B POLYGON - G2Sale: 0-4516 , . -,000, MIMI WARNINGS: GENERAL NOTES, unless otherwise noted 1.Budder and eredlen contractor should be advised old General Notes 1.This design is based only upon the parameters shown and Is for an Individual °' 5-OREGO.11 V NS Truss: �: Truss: G2 and Warnings before construction commences budding component.Applloabilny of design parameters and proper /, �+' 2.2s4 compression web dating must be Installed where Mown+, incorporation of component Is the responsibility of the building designer. - �j y ,d /'R' 3.Addition.'temporary bracing to Insure aabllly during construction2.Design assumes the top and bottom chortle to be laterally braced at � �a") 1 we` Is the responsibility of Me erector.Additional permanent bracing of 2 o.c.and at 10 o.c.respectively uMess braced throughout their length by DATE: 12/8/2015 the Deems structure lathe responsibility piths bidding de continuous aheemmg such as plywood n g(TC)and/or drywad(Bc). Pq.U �-\ y o signer. 3.2 t Impact bridging or blest bractng required where Mown++ SEQ. : K1581007 4.Ne load Mould be applied to any component until after al bredng and 4. lallon off assumes trusses Is the rese ponseibility of th respective Conned°, til. fasteners are compete and at no time should any pads greeter manDesign f TRANS I D: LINK design loads be applied to any component. and B e Nr dg wndnlon g use. ppo ge 5.CompuTrus has no control over and assumes no responsibility for the 8 Decesury. full bestirs t II eu N shown.Shim or wed If EXPIRES: 12/31/2016 fabrication.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,2015 6.This design la furnished subject to the nmnations set forth by 8.Plates shad be leveled on both faces of truss,and placed so their center TPINYTCA In 5151,copes of which AIA be furnished upon request. lines coincide with joint centerlines. 9.Digits Indicate size of pleta In Inches. MiTek USA.Int./CompuTruS Software 7.6.6(1L)-E II.For basic connector plate design values see E5R-1311,Mil 988(Mack) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #1EBTR LOAD DURATION INCREASE = 1.15 1-2=(-126) 111 1-4=(-62) 82 2-4=(-201) 180 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2-3=( 0) 0 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ?SF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 ?SF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 92.0 ?ST O'- 0.0" -33/ 278V -95/ 114H 5.50" 0.94 KDDF ( 625) 6'- 5.5" -37/ 265V 0/ OH 5.50" 0.42 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.133" @ 3'- 3.2" Allowed = 0.407" MAX TC PANEL TL DEFL = -0.145" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" • MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 1' 'f '1 Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 • Wind: 140 mph, h=20.8ft, TCDL=9.2,13CDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 -/ load duration factor=l.6, End vertical(s) are exposed to wind, s Truss designed for wind loads in the plane of the truss only. N o oI M c llL Y 1�� ��4 / 0 M-3x4 M-1.5x3 J• y )' 6-01-12 0-03-12 ) y 6-05-06 ., �4GINE,*� �� �` 8*782PE 7,..... JOB NAME : 5019-B POLYGON - H4 r ' /\\//� Scale: 0.5029 , d•/�� 1•' -^..a WARNINGS: GENERAL NOTES, ..ntassotbarwiae noted: � Truss: H 9 1.Bulkkr and erection contractor Mould be advised ofall General Notes 1.This design A based only upon the parameters shown and Is for an Individual y 7 OREGON ��`� and Warnings before construction commences. building component.Applicability of design parameters and proper -L 4/1,/ ry 2.2 4 compression web bracing must be installed where shown+ 'SP- incorporation of component Is the responsibility of the building designer. 7,y� �A r -C}'. 3.Additional temporary bracing to Insure stability during consirucllon 2 Design and at floe.by and bottom choke to be leteregy braced at 7 J '4 is the responsibility of the erector.Adtlmonal permanent bracing of 2 o.c.and at 10 o.c reepecdvety ueess braced throughout their length by ..a V DATE: 12/8/2015 the overall structure la the responsibility f the building designer. continuous ridgingsheathl,r exh as edeplywg red vlrsdsheathere)and/or tlryweA(BC). UL. N o g 8 3.it Impact bridging or:afetal bracing required where Mown++ SEQ. : K1581008 4.No load should beapplied toany component untiaedsgreabracing and 4.Instagatlonomestr.sterespobe (therespectkeconnelren fasteners are complete and at no time should any bads greater than 5.Design assumes tr.nnas are to be used In a non-corrosive environment TRANS ID: LINK design bads be applied to any component. end are for"dry cordton"of use. EXPIRES: I�!� /ry p 5.CompuTrus has no control over and assume.no responsibility for the S.Design assumes fol owing et all supports.hewn.Shim or wedge If EXPIRES:. 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Depgaasumes adequate drainage Is provided. December 8,201 5 6.This design is furnished subject to the limitation set forth by e.Plates shag be baled on both fans of truss,and placed so their center TPIM/ICA In SCSI,copies of which Wit be furnished upon request. lines coincide with)sant center linea. Weir USA,Inc./Com Trus Software 7.6.7 1L E 9.Digits Indicate size of plate In inches. W ( )• 10.For basic connector plate design values see E5R-1311,ESR-1995(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #140TR LOAD DURATION INCREASE = 1.15 1-2=(-428) 126 1-5=(-180) 330 5-2=( 0) 184 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-111) 109 5-6=(-182) 327 2-6=(-385) 151 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 6-3=(-115) 120 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -42/ 355V -60/ 153H 5.50" 0.57 KDDF ( 625) I LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -50/ 356V 0/ OH 5.50" 0.57 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.004" @ 4'- 9.2" Allowed = 0.377" MAX TL CREEP DEFL = -0.009" @ 4'- 3.3" Allowed = 0.503" MAX HORIZ. LL DEFL = -0.003" @ 8'- 0.0" 9-05 3-08-12 0-03-12 MAX HORIZ. TL DEFL = 0.003" @ 8'- 0.0" 12 M-1.5X3 Design conforms to main windforce-resisting 6.00 9 system and components and cladding criteria. s Wind: 190 mpE : 4bC: , h=21.3ft, 60pBMWFRS(Dto widfor wind loads in the plane of the truss only. M-3x9 2 , 1 1 o v m cIIIIIIIIIIIIIIIIIIIIIIIIIII ow .10 SS 1 5 0"3:=.16 -, o M-3x4 M-1.5x3 M-3x4 y l y 9-03-09 4-02-04 gyp y 8-05-08 y ��ti,0 PROF1+� �c`� ,.r ,NC'I NE�r4 /0 8782PE 7<' • JOB NAME : 5019-B POLYGON - H5 •"•- ' . J,//� Scale: 0.4635 ... a•/� 1.' 1+ WARNINGS: GENERAL NOTES, unless otherwise notedGI'1.Buker and Truss: H5 and Waminga�before construction contractor n commeuld be ances.sed of all General Notes building component.only ppploebbil of design parameters meters shown and foopenlnaNkwl y ) OREGON ©� 2.2s4 compression web bracing must be Installed where shown. Incarparelbn of component Is the roaponsibghy of the building designer, '1, �q v 15 <r,�. 3.Additional temporary bracing to Insure stability during consiruclion 2 Design assumes the lop and bottom chords to be throughouty heir et lir Is the rosponsibilby of the erector.Addhlonal permanent Staring of 2Ao.c.end et sh10'eathing s.c.such,.ply unless bracad their length by DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. lwpsul Mging a,suer as acing redquired uiredsheatwhere s ondror arywag(ec). �J"p U �� g 3.Zit Impact bridging or lateral bracing required where Mown«* SEQ. : K 15 810 0 9 4.No load should be applied to any component tmlg after ax Owing and 4.Installation of truss Is the responsibility of the reapedNe contractor. fasteners are compete end at no time should any loads greater than B.Design assumes trusses are to be used Ina noncorrosive environment TRANS ID: LINK design bads be applied to any component. and are for"dry condition.of use. 5.CsmpuTrus has no control over and assumes no responsibility for the fi.Design sa assumes full Sealing al all supports Mown.Shim or wedge if 1,� p EXPIRES.". 12/3.1 12016 fabrication,handling.shipment and installation of components. 7.Design aesumea adequate drainage is provided. December 8,2015 EXPIRES: TJ /GV I>U. 6.This design Is furnished subject to the limitations set fodh by 8.Plates shall be located on both faces of truss,and placed so their center TP WVECA In BCSI,copies of whkh wig be furnished upon request. lines coincide with joint center linea 9.Digits indicate alae of pieta In inches. Wee USA.Ina./COnlpuTres Software 7.6.7(10-E 1a.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-137) 115 1-4=(-62) 82 2-9=(-202) 186 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=( -10) 5 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. HON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 ?SF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PS? LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.1: ?SF 0'- 0.0" -33/ 277V -96/ 116H 5.50" 0.49 KDDF ( 625) 6'- 5.5" -90/ 266V 0/ OH 5.50" 0.43 KDDF ( 625) M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) vertical members (uon)n LIMITED STORAGE DOES NOT APPLY DUE TO THE SPA^_IAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BE.NG MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 " c spacing. J BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TO? VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCHRRENTLY. MAX TC PANEL LL DEFL = 0.131" @ 3'- 3.2" Allowed = 0.907" MAX TC PANEL TL DEFL= -0.144" @ 3'- 3.3" Allowed = 0.610" MAX HORIZ. LL DEFL = 0.001" @ 6'- 1.7" MAX HORIZ. TL DEFL = 0.001" @ 6'- 1.7" 6-01-12 0-03-12 '1 f 1' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 6.00 (7' Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 -/ load duration factor=1.6, End vertical(s) are exposed to wind, 1111411111 Truss designed for wind loads in the plane of the truss only. al 1 0 M M C PAri i 1►� EEL) 0 M-3x4 M-1.5x3 1 l 1 6-01-12 0-03-12 1,-- y 6-05-08 .c:,‘..0 PFlU t KC- ct' :9782PE pre JOB NAME : 5019-B POLYGON - H6 ,r / Scale: 0.5029 • WARNINGS: GENERAL NOTES, ANotherwise noted , C. fit) 1.Builder and erection contractor should be advised of ail General Notes 1.This deeig h ba 1 my upon the parameters shown and Is for an individual 9 OREGON T,. Truss: H6 e end Warnings before construction commences. building component.Aapiinollity of design parameters and proper �// 45:, Q` 2.b4 compression web bracing must be Metalled where shown+ Incorporaib l of con:PcneM is the responsibility or the bustling designer. .F1� Cl i}a.�Y.. A I( e4,3". 3.Additional temporary bracing to Insure stability during construct on 2 Design assumes IM top end bottom chorda to M leleragy braced at 77 'l(`r J `�GJV. Is the responsibility of Me erector.Additional permanent bracing of 7 o c.and at is a c arches ply unless braced throughout their booth by DATE: 12/8/2015 the overall structure Ie the responsibility f the building designer. se impacts bridging such l b acing requirede a where eC)ownand/+r tlrywae(BC) �� ` +' IYo 83.Isen Impact 0115,5 orlateralpeadoswhere Mown++ 1.. SEQ.: K15$1010 4.No bad should be applied to any component until after all bracing and 4.Installation of truss NM*raepnnNbisly of the respec,tive contractor. Urns fasteners are complete and at no e should any bc ads greater than 5.Design assumes trusses are to be used in noncorrosive environment. TRANS ID: LINK design bads be applied to any component. end are for"dry condition"Ouse. 5.GompuTrus has no control over and assumes no responsibility for the S.nOec05 assumes h41 bearing at al supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication.handling,shipment and Installation of components. ry 7.Design hetibecadsdenbethfdrainacele prl,useee December 8,2015 6.This tlestgn Is furnished subject to the limitations set forth by e.Pilfer shall be located on both races abuse,end placed so their center TP WWCA in SCSI,copies of which we be Mmished upon request. lines coincide with joint center lines. 9.MTek USA,Inc./CompuTrus Software 7.6.7(1L)-E io.FOmits baliso connectoate elserNa ftd.inches Non values see E511-7377,8512.1 988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cpl=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-6=(0) 0 BC: 2x9 KDDF #1613TR SPACED 29.0" O.C. 2-3=(-327) 312 3-9=(-193) 155 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -79) 55 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PIP Ground Snow (Pg) 0'- 0.0" -24/ 378V -103/ 301H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -186/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -151/ 266V 0/ OH 1.50" 0.39 KDDF ( 625) 13'- 11.7" -59/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 5 -e VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" lilt MAX TC PANEL LL DEFL= 0.043" @ 3'- 7.9" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.057" @ 2'- 11.9" Allowed = 0.691" MAX HORIZ. LL DEFL = -0.005" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 13'- 10.9" 12 9 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. jai Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, rn Truss designed for wind loads o in the plane of the truss only. 3 o I C\ rl o c 1 1 6�_� o M-3x9 y Y l y v0 PRQFe 1-00 s-oo 7-11-11 . �NGINEk" LSy� (PROVIDE FULL BEARING;Jts:2,6,3,4,5 I '1/4/ -v'V 89782PE 1-" JOB NAME: 5019-B POLYGON - J7 . Scale: 0.3418 ' • WARNINGS: GENERAL NOTES, unless otherwise noted: (� Off. 1.Builder and erection contractor should be advised of all General Notes t.This design la based only upon the parameters Mown and Is for an Individual 9 OREGON N Truss: J7 and Warnings before construction commences. building component.Applicability of design permeates and proper $ �q Q" 2.2r4 compression web bradng must be Installed where Mown v .0- Incorporation of component Is the roeponslblily of the building designer. .d� CGA a•.. G 'q'� 3.Additional temporary bracing to insure stability during constructkn 2 Oestgn assumes the lop end bottom chords to M laterally braced at 77 ''ll/`� '�J lathe responsibility of the erector.Additional permanent bracing of oo.c.and et 10 c.c.respectNely unless braced throughout their length by -4' continuous sheathing such as ptywood sheathing(TC)andror drywel(BC). • �/I L DATE: 12/8/2015 me overall structure la the responsibility of the building designer. 3.ler Impact bridging or lateral bracing required where Moven.+ /'{U 1.. SEQ. : K 15 81011 4.No wad should be applied to any component until after all bracing and 4.Installation of russ la the responsibility of the respedNe contractor. - fasteners are complete and at no time should any wads greater than 5.Design aeaumea trusses are to be used In a noncorrosive environment, TRANS ID• LINK design loads be applied to any component. end are for"dry oendh:en'of use. 5.CompuTrus has no control oxer and assumes no responsibility kr the s. hit benne et al.uppon.Mown.snlm or wetlae ll EXPIRES: 12/31/2016 febrlcetbn,hanging,shipment and installation of components. 7. ry, Design assumes adequate both apruss.e December 8,2015 8.This design is furnished subject to the Ilmitalbna eat forth by S.Plates shat be located on both fere egg.and placed so their center TPNNICA In SCSI.copies of which will be furnished upon request. lines coincide with join center tins. 0.Digits Indicate size of plate In Inches. MITek USA,Inc.ICompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design valued see ESR-7311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-381) 365 3-4=(-241) 205 TC LATERAL SUPPORT <= 12"OC. SON. LOADING 4-5=(-141) 111 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PIE 5-6=( -52) 24 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 POP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -119/ 346H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -196/ 349V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -139/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -128/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -18/ 32V 0/ 0H 1.50" 0.05 KDDF ( 625) IC OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 10-08-10 5-03-01 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL - 0.042" @ 3'- 7.4" Allowed = 0.427" 5 MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.006" @ 15'- 10.9" '/ MAX HORIZ. TL DEFL = -0.006" @ 15'- 10.9" M-3x5(S) Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 I7 ..+ Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), :I load duration factor=l.6, rs Truss designed for wind loads in the plane of the truss only. 0 I 3 0 oI a A 0 1 7�_� o M-3x4 rc, tip PR p�c- y1-00y 6-00 J 9-11-11 y om•` ,,r.1Ca1NE ,� `Sf0 • IPROVIDE FULL BEARING:Jts:2,7,3,4,5,6 I t��/ s 97>2 P E • 1r JOB NAME : 5019-B POLYGON - J8i� • Scale: 0.2934 ' Trr WARNINGS: GENERAL NOTES, artless otherwise noted V OREGON 1/ 1.adderand erection contractor should be advised of all General Notes 1.This design is based only upon the parametersah and Is for an indbdual �/ �_ Truss: J 8d Wammge before construction commences building component.Applicability of design parameters and proper '�r �'j// 5't�- ` 2.2a4 comprenbn web bradng must be installed where ahown o. Incorporation of component Is the responsibility Who building deelgner. +Q V V 3.Additional temporary bracing to Insure stability during construction 2 Design seamss me lap and bottom chortle Is be laterally bracedet •.E1 fi Y � ,' Is the responsibility of the erector.Additional permanent bradng of T 4c.end at 10 o.c:espe co ply tides.braced throughout their length by T l continuous sheathing such es plywood aired sheathing(TC)and/or drywall(BC). /ry 1+t ` DATE: 12/8/2015 the overall structure A the responsibility of the building designer. 3.28 Impact bridging or lateral bradng required where shown o n. tl^'{f�J 1.. SEQ.: K 15 8 10 12 4.No load should be applied to any component until aner all bradng and 4.Installation of truss Is the responsibility of the respedlve contractor. fasteners are complete and at no time should any loads greater than S.Design assumes Busse.are to be used m e noncorrosive environment, TRANS ID: LINK deal n bads be applied to any component. and are for"dry condition"of use. 6.Design assumes fid bearing at all supports*town.Shim or wedge if 5.Compurnro has no control over and assumes no responsibility for the necessary. EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage te prodded. December 8,2015 8.This design Is furnished eab)ed to the nmnatbns set forth by B.Plates shall be boated on both faces of truss,and placed co their center TPIMTCA In SCSI,copies of which will be furnished upon request. linea coincide with joint center lines. • MiTek USA,Inc./Com uTrus Software 7.6.6 1L E g.Digits Indicate ect of plate In Inches. P ( itis For basic connector plate design values see ESR-1311,E$R•f BBB(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-7=(0) 0 BC: 204 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-435) 419 3-4=(-289) 254 TC LATERAL SUPPORT <= 12"OC. CON. LOADING 4-5=(-202) 169 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -82) 47 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PIP Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 377V -134/ 393H 5.50" 0.60 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -204/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) 9'- 11.2" -133/ 225V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 13'- 11.2" -170/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -60/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 7-03-14 10-07-13 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" MAX TC PANEL TL DEFL = -0.055" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.008" @ 17'- 10.9" S MAX HORIZ. TL DEFL = -0.008" @ 17'- 10.9" Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.50 Wind: 140 mph, h=24.Bft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), q load duration factor=1.6, t+1 Truss designed for wind loads o in the plane of the truss only. I r M-3x5(S) 17 o ti 3 t o d, 'l r� = 11111.1111111111111.1....11111111111111111111.1“1 -," oI M-3x4 �� Op PRQ1z y y y k �co NGINE /0 c 1-00 6-00 11-11-11 . R !PROVIDE FULL BEARING;Jts:2,7,3,4,5,6 [y(�.y fy ery pE �y. JOB NAME : 5019-B POLYGON - J9 071 ClGG7/�'1 . Scale: 0.2718 �� / WARNINGS: GENERAL NOTES, unless otherwise noted. (/ OREGON `J 1.Builder and erection contractor should be advised dell General Notes 1.This design is based only upon the parameters Mown and is for an Individual .,at (�� Truss: J9 and Warnings before construction commences. building component.Appllublllty of design parameters and proper 4I rte eQ" 2.244 compression web bredng must be Installed where Mown.. incorporation of component Is the responsibility of the budding designer. '1",e, .�)� �/(,/� yL VV 3.Additional temporary bredng to insure stability during conWudbn 2 Design assumes the lop and bottom MOMe to be lateregy bread at 7 �1 J is the reaponsidldy of the ceder.Additional permanent bredng of T o.c.and at 10 o.c rsuch cc sty unless braced throughout their length by /+a ,��+ continuous sheathing such es plywood w g(TC)and/or NywaNBC). ` PAUL t DATE: 12/8/2015 the overall structure is the responsibility of the balding designer. 3.2e Impact bridging or lateral bradrg required where shown•+ 1.. SEQ. : K 15 81013 4.No bad Mould be applied to any component untl alter al bracing and 4.Installation of buss le the responsibility of the respective contractor. fasteners are compete end et no time should any bads greater than 5.Design assumes truaeee ere to be used Ina noncorrosive environment design bade be applied to any component. end are for"dry condition"of use. y r� ry//e�]j !]('{{ TRANS ID: LINK 6.Deeignesacmes full bearing at all supports Mown.Shim or wedge if EXPIRES: I`�/ill/LV 1 5.ComWTrua has no control over end assumes no respnnsibllly ler the necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequatedrainage is presided. December 8,20.t15 6.This design la furnished eubfed to the IlmaatbB.ns sal forth by Plates shell be located on both faces album,and placed so their center TPI,WYCA In BCSI,copies of whkh will be furnished upon request. lines coincide with Joint center lines. 9.MITek USA.Inc./CompuTrus Software 7.6.6(1L} 0 E .For lbade ts et fconnece eke torplateign pplate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cit=1.00 TC: 209 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2= BC: 204 RIDE #16BTR SPACED 29.0" O.C. 2-3=(-486) 470 70 2-8=(0) 0 3-4=(-340) 305 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-248) 217 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-137) 106 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -49) 23 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 POE LL = 25 POE Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -23/ 377V -150/ 439H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 RUDE ( 625) 5'- 11.2" -210/ 349V 0/ OH 1.50" 0.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -139/ 2310 0/ 0H 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -160/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -127/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -18/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) 7-03-14 12-07-01 ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. , VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 6 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.041" @ 3'- 7.4" Allowed = 0.427" ' MAX TC PANEL TL DEFL = -0.056" @ 2'- 11.9" Allowed = 0.641" MAX HORIZ. LL DEFL = -0.010" @ 19'- 10.2" MAX HORIZ. TL DEFL = -0.010" @ 19'- 10.2" 5 12 0 Design conforms to main windforce-resisting 7.50 system and components and cladding criteria. Wind: 140 mph, h=25.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9 load duration factor=1.6, I Truss designed for wind loads o in the plane of the truss only. M-3x5(5) , rho 3 PI t o r4 i P f M-3x4 J, l l J. 4,!<..c� AGINEr 1-00 6-00 13-10-15 4�� `T �.0... 'PROVIDE FULL BEARINGIJts:2,8,3,4,5,6,7 I (t :97 82 P E 9T..- JOB NAME : 5019-B POLYGON - J10 • � C} G Scale: 0.2468 WARNINGS: GENERAL NOTES, unless otherwise noted Truss: J 10 1.Builder and erection contraaor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual ' OREGON �>'ss`� end Warnings before construction commences. building component.Appllcabltty of design parameters and proper '�,, 2.D4 compression web bracing must be InataHad where shown+. incorporation or component lathe responsibility of the building daslgner. +- //A 1 , ,[� 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the lop and bottom cholla to be laterally brecetl al -9(*s V^q J _ `. ' Is the responstblhty of the erector.Additional permanent bracing of 2 o.c.and at 10'os.reapectNety unless thIe throughout their length by • �"/y� DATE: 12/8/2015 the overall structure is the responsibility of the building designer. continuousxImp sheathing or sueb aGng re required a where eland/or dryweq(BC). I 7"'s� t'�.� 3.In Impact bridging or lateral bossing where shown•♦ F- UL T+ SEQ.: K 15 81014 4.No load should be applied to any component until after all bracing and 4.InsteNatlon of truss Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non.oncsive environment, TRANS ID: LINK design loads be applied to any component and.re for"dry condition"of use. 5.CompuTma has no control over and assumes no responsibility for the 6.D31/2016 esign assumes 541 bearing at all supports shown.Shim or wedge If EXPIRES: ' `. �/ fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,201 5 �a.'` Er.This design is Famished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center TPI/VWCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center linea MiTek USA,Inc./Com uTrus Software 1LE 7.6.6 9.Digits indicate size of plate in Inches. p ( 11.For basic connector plate design values see ESR.1311.ESR.tOSS(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 ROOF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #168TR SPACED 24.0" O.C. 2-3=(-57) 25 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -74/ 301V -15/ 59H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -30/ 26V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1-11-11 MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T f MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 3 -1 Truss designed for wind loads in the plane of the truss only. 0 o r 0 .- ko f 0 I Ili o0 2 4 1 M-3x4 l l y 1 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,4,3 I ` :9782PE ' JOB NAME : 5019-B POLYGON - SJ1 . .•�►' Scale: 0.6822 "� WARNINGS:, OThis GENERAL NOTES, uMeupotherwise parameters i' •FEGON y'... 1.Balder and erection contractor should be advised of al General Notes 1.This design is based only upon the paremelen shown and Is bran individual -"y fill ll7a V Truss: SJ1 end Warnings before construction commences. building componentApplicability of design parameters and proper 2.2.4 compression web bredng must be Installed where shown 5. Incorporation of component Is the responsb"Ity of the building designer. '47/5) q[] A ' 3.Additional temporary bracing to Insure stability during construction 2 Design and St 10 the top and bottom asecholer to be laterally braced ata l 1 _{ Is the responsibility of the erector.Additional permanent bracing o/ 2'o.c.end el as o c raepedNety unless braced throughout their length by it Spon continuous sheathing such ec plywood sheathing(TC)and/or dryvng(BC). PA 1 I tL ` DATE: 12/8/2015 the overalloverallstructure is the respon°ib"ity of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ l! 4.No bad ebould be applied to any component until after all bradng and 4.Installation of Was is the responsibility of the recpedive contractor. SEQ.: K 15 81016 reateners are complete and at no time should any bads greater than 5.Design assume.trusses are to be used Ina non<anaelve environment, end are for"dry condition"of use. T RAN S I D: LINK design hada be applied to any component.5.CompuTrus has no control over and assumes no responsibIIy for the 6.Design assumes°""ef full bearing et°"supports show,Sham or wedge it EXPIRES: 12/31/2016 ry. fabrication,signI.handling.shipment andlnatalletlon of components. 7.Design assumes adequate drainage is provided.us..eDecember ,2015 8.This design la furnished subject to the limitations set font by 8.Plates shag be located on both faces of truss,and placed so their center TPWVTCA In BCS',copies of which will be belched upon request. "nes coindde vdth joint center lines. g.Digits Indicate size of plate In inches. MTfek USA,Inc./ConlpuTfus Software 7.6.6(1L).E IS.Far basic connector plate design values see ESR-1311,ESR-1985(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #16106 LOAD DURATION INCREASE = 1.15 1-2=(-33) 28 1-3=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 POE 0'- 0.0" -13/ 98V -11/ 30H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" 0/ 23V 0/ OH 5.50" 0.09 KDDF ( 625) 1'- 11.7" -29/ 97V 0/ OH 1.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. 1-11-11 4BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.110" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.2" Allowed = 0.165" 12 ' 7.50 17 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 'i MAX NORIZ. TL DEFL = -0.000" @ 1'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.8ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 mo (---. 0 cIrdo O 1 310234 M-3x9 y l 2-00 'PROVIDE FULL BEARING;Jts:1,3,2 '<<'' ) PROper, ``� NGIN�E f C2 �` :9782PE 444 yr JOB NAME : 5019-B POLYGON - SJ1X ,,, .,.i Scale: 0.7389 ,. V WARNINGS: GENERAL NOTES, odes.otherwise noted40 Truss: S J 1 X 1.Builder and erection contractor should be advised of aA General Notes t.This design is based only upon the parameter.Mown and Is for an Individual 17 OREGON h'e. and Warnings before construction commences building component.Appllaablldy of design parameters and proper �yY 2.2s4 compression web bracing must be Installed where shown.... incorporation of component Is the responsibility of the building dastgner. .,ay� ��� (! t'3.. 3.Additional temporary bracing to Insure stability during construction 2.Design easumsss slop and bottom ace to W laterally braced at 7 ``(C' is the responsibility of the erector.Additional permanent bracing of 2 0.c and at 10 o c respectively unless braced throughout their length by ` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer, 3.2x 2 Impacts sheathingd5ingSr such l bs acing reod airedshestinhere)annr ar tlrywaA(BC). �" �+ \ 3.Installation s of Crus o'sterol bracing reqnsibility uired the he where she contractor.a T SEQ. : K1581017 4.Narosrsar.ad beappliedatraIk.any omudyalter all eacinhand 4.DeAgntestrlsesathe retobeinanonpectoecodviron festenere are complete and at�time should any loads greeter than 5.Deign assumes trusses are m be used m e non-�arreatve environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condition"of use. 5.Compurrushas nocontrol over and aesumesnoresponsibility forthe s.Geagnassumes hAbearing at.usuppon.shown.scornarweageII EXPIRES: 12/31/2016 .e.n assumes fabdcagon.handling,ed event end installation of components. 7.Design assume.adequate drainage is provided. December 8,2015 S.This design Is fumished subject to the limitation set forth by S.plates shall be located on both faces of truss,and pieced so their center TPWFTCA In BCS),copies of which will be furnished upon request. Ines coincide with joint center lines. 9.Digits indiceta We of plate In Inches. MITek USA.Ino./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-131 t,ESR-1955(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cil=1.00 TC: 2x9 KDDF #1613TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #l6BTR SPACED 24.0" O.C. 2-3=(-81) 50 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)/-DL( 7.0) ON TOP CHORD = 32.0 POE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -62/ 322V -29/ 97H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -4/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 11.7" -51/ 99V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7.50 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 = 0.002" @ 1'- 0.1" Allowed = 0.059" 3 MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" /' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (55 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, I Truss designed for wind loads in the plane of the truss only. N l0 r. O Tr o O 1 M-3x4 1-00 2-00 1-11-11 IPROVIDE FULL BEARING;Jts:2,4,3 I V3 PROFA- wC7 *9 :9782PE <" JOB NAME : 5019-B POLYGON - SJ2 . ..i/ Scale: 0.7074 '197 v /y(�' 1.BaldINF 08: O.thhisdLNnls NOTES, wises on the pe arameters 7 17 •RECON 1.SupOar and erection contractor strould be aMlsed of a8 General Notes 1.This design Is based only upon tree panmeten shown and Is bran Individual /r. N. TrussTruss: : SJ2 and Wamingsbefore mnehualoncommen«s. buidingcompenenl.Appllub116yotdeaignparametersandproper V t1S 2.gag compression web bracing must he installed where Mown+. incorporation of component is the responsibility of the building designer. �' n 4,4 RY 1�J 3.Additional temporary bracing to insure stability during construction 2.Design,d at IS the top and bottom es.bs la be througaterallyhout braced et ' Is the responsibility of the erector.Additional permanent bracing of T o.c.ou a110'on.respectively unless bncad throughout their length by V continuous sheathing such as plywood Meething(TC)end/or drywal(BC). PA I 1 1 ^�` DATE: 12/8/2015 the overall structure Is the responsibility of the building designer. 3.D:Impact bridging or lateral bracing required where shown++ r'1 V 4. SEQ. : 0/i5 8 1018 4.No load should be applied to any component until after a8 bracing and 4.Installation llationgn noof Was trustee responsibility ere spa sibiinye f the respective oo contractor. fasteners en complete end at no time Mount any bads greeter than and are for"dry condition"of use. TRANS I D" LINK design bade be applied to any component. 6.Design assumes MI bearing et al supports shown.Shim or wedge if 5.ComWTnnhas nocontrol over and assumes noresponsibility furthe eye...,'. EXPIRES: 12/31/2016 Iabrbation,handgrp.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. December 8,2015 8.This design Is furnished subject to the limitations set faith by 8.Plates shell be located on both faces of truss,and placed as their center TPIA TCA In SCSI,copies of which coil be furnished upon request. line coincide with joint center lines. 9.Digits indicate else of plate In Inches. MITek USA.Ino./ComptTrus Software 7.6.6(1L)-E 10.For basic connector plate design velum we ESR-1311,ESR-7958(MiTek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 467R/DDF/Cq=1.00 TC: 2x9 KEW #15BTR LOAD DURATION INCREASE = 1.15 1-2=(-76) 53 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. TC LATERAL SUPPORT <= 12"OC. DON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED RRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -28/ 130V -25/ 68K 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 92.0 PSF 1'- 9.2" -20/ 69V 0/ OH 5.50" 0.11 REEF ( 625) 3'- 11.7" -59/ 95V 0/ OH 1.50" 0.15 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7.50 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 IOPSE LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" 2 ' MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" Design conforms to main windforce-resisting 1114 ' ' system and components and cladding criteria. co Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. CO O O I l u) O CPAWO O 1��� 3I�� -i M-3x4 l l l ,.0.,,,,isc.:7, 2-00 1-11-11 'PROVIDE FULL BEARING;Jts:1,3,2 I c\VO P R O:e.otiINER /0C? w y89782PE 1- JOB NAME : 5019-B POLYGON - SJ2X Scale: 0.7737 •V WARNINGS: GENERAL NOTES, unless otherwise noted Vr7EGOPs Truss: S J2 X 1.guider and erection oonbaaor should be advised of all General Notes 1.This design is based only upon the parameters Mown and Is for an indwMual e•-• 1. and Warnings before construction commences, building component.Applicability of design parameters and proper / �'y�,J 2.244 compression web bracing muAbs installed where Mown 4. Incorporation of component Is the responsibility of the bugling designer. ,ry (�(n y,+ V Si "� 3.Additional temporary bracing to Insure stability during construction 2.Desitin assumes the top and bottom Marta to be laterally braced at 7 "l :7 : Is the responstbillly of the erector.Additional permanent bracing of T o c and at 10'o c.rCach es ply ends bread throughout their length by j� DATE: 12/8/2015 the overall structure Is them sibg Zf Impact sMgingi a,ng aterbacing re irdwhere shown.dryvng(BC). n, /i' i �` Spon lest of Me bugling designer. 3.3 Impact bridging or lateral bracing required where Mown+♦ A V SEQ.: El5 810 2 0 4.No had should be applied to any component until after all bracing and 4.Inatepatlan of tnns 5 the responsibility of the respective cantradar. fasteners are compete end at no time should any loads greater than 8.Design assumes trusses ere to be used in a noncorrosive environment, design roads be applied to any component. and are for"dry condition"of use. TRANS ID: LINK �°"` 8.Design assumes Ml bearing ataisuppoe allow, Shinorwedgeif EXPIRES: 12/31/2016 5.CompuTrue has no control over and assumes no responsibility for the necessary fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is prodded. December 8,2015 6.This design Is furnished ambled to the limitations set forth by 8.Plates shag be located on both laces of truss,and placed so their center TPIAWTCA In 905),copes of which will be furnished upon request. linea coincide 085 joint center linea uTrus Software 7.6.fi iL E 9.Digits Indicate size of plate In Inches. Wick USA,Inc./Com P ( )- 10.For basic connector plate design values sea ESR-1311,ESR-1986(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x4 ROOF #1613TR SPACED 24.0" 0.C. 2-3=(-120) 73 TC LATERAI. SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -30/ 3101/ -43/ 13611 5.50" 0.50 KDDF ( 625) 1'- 9.2" -47/ 153V 0/ OH 5.50" 0.25 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -79/ 143V 0/ OH 1.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1" Allowed = 0.054" 12 MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072" 7.50 MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" ' MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, sin 0 Truss designed for wind loads I in the plane of the truss only. oI o /- I I cr Ili of 0 ' 4► -f mN M-3x4 l l y l 1-00 2-00 3-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I C-) P R()per, c04‘ t4GINE.. CC' 89782PE c'' JOB NAME : 5019-B POLYGON - SJ3 - ' - • _,1 Scale: 0.5954 -_-,,„ WARNINGS: GENERAL NOTES, unless otherwise noted. (C/" �^1) 1.Bolder and erection contractor should be advleed of all General Notes 1.This design Ia based enb upon the parameters shown and is for an Mdlvlduel 94/OREGON h ,.. Truss: SJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper j► f YSV 2.2x4 compression web bradng must be installed where shown* incorporation of component is the responsibility of the building designer. 1:9 L1 A�.y y A 1 V „, 3.Additional temporary bracing b Insure stability during consiruction 2 Design assumes the lop end bottom chants to be laterally braced at 77 �1 s'T 1 J 1 .r b the responsibility of the erodor.Additional permanent bracing of 2 o c end et.e o c respectively unless braced throughout their length by l continuous sheathing such as plywood heaths p(TC)and/or drywell(BC). + A U l ' DATE: 12/8/2015 the overall structure is Me responsibaity of the building designer. 3.21 Impact bridging or lateral bracing required where Mown•4 �`1 L. SEQ.: K 15 8 10 2 2 4.No mad should be applied to any component until eller at bradng and 4.Installation of truss ls isshe ree�be used of 1 thea non-corrosive sp.othhcontractor. rat. fasteners are complete and at no time should any meds greater than and Design assumes "city Musson•re to b. TRANS I D: LINK design mads be applied to any component. 8.end are assumes hal bearing atas supports shown.shim or wedge 11 5.CompuTrushas nocontrol over and assumes noresponsibility for the �,neeaEXPIRES: 12/31/2016. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage b provided. December 8,2015 8.This design h furnished subject to the Ihnsatlons set forth by 8.Plates shall be located on both feces of trues,and pieced so their center TPWI/ICA In BENI.copies of which will be furnished upon request. tree colndde with Joint center Imes. 9.Digits Indicate size of plate In Inches. MITek USA.Ina./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ES12-1311,ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&51TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 60 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-162) 96 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC 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 DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" 0/ 251V -58/ 175H 5.50" 0.90 KDDF ( 625) 1'- 9.2" -118/ 299V 0/ OH 5.50" 0.97 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 11.7" -106/ 192V 0/ OH 1.50" 0.31 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" 12 � MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 7.50 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 2 4 1 M-3x4 l y l l 1-00 2-00 5-11-11 (PROVIDE FULL BEARING;Jts:2,4,3 I S 89782PE JOB NAME : 5019-B POLYGON - SJ4 Scale: 0.5080 WARNINGS: GENERAL NOTES, unless otherwise noted. GI' � � � Truss: S J 4 1.Builder and erection oentrador should be advised oral General Notes t.Thi.design is based only upon the parameters shown and is for an individual and Warning.before construction commences building component Applicability of design parameter.and proper Z Zs4 compression web bredrg must be Installed where shown a incorporation or component Ia the reaponMbnity of the building designer. u q Y ,�5 � • 3 Adddional temporary bracing to Insure stability during construction 2.Design and at l S Me top and bottom chards lo be laterally brewed et Is the responsibility of the erector.Additional permanent bracing of Z o.c. at t O e c.rsapoctNaly unless braced throughout their length by DATE: 12/8/2015 the overall structure Is the responsibility of the bulldl designer. continuous to sheathing such as apcng re uir shea where shown) or tlrywa8(BC). PAUL /t U t spa" png g 3.Installation214 tmpti bolting lanerelbredngregmrhe whpeo,. �"'1 4+. SEQ.: K 15 810 2 3 4.Na bed Noultl be applied to any component until eller al bredng and 4. orw..Ic roe re.ponstdgry of the respective contractor. fasteners are complete and at no time should any bads greater than B.Design eseumee trusses are to be used in a non-corrosive environment, TRANS I D: LINK design bads be addled to any component. and are fordry oondmmn•of use. B.CompuTrus has no control over and assumes no responsibility ler the 0.Design assumes NII bearing et e8 supporta shown.Shim or wedge if EXPIRES: 12/31/2016 necesfabrication,handling,shipment and Retaliation of components. 7.Deals assumes adequate drainage is provided. December 8,2015 8.The design is furnished subject to the limitations sat forth by 8.Plates shall be boated on both faces of truss,and placed so their center TPIM/ICA in BC8I,copies of which wet be furnished upon request. Anes coindde with joint center lines. 9.Digits Indicate 50e o/plate in Indies. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector Hole design values see ESR-1311,ESR-19813 NINE) This design prepared from computer input by PACIFIC LUMBER—BC LUMBER SPECIFICATIONS TRUSS SPAN 9'— 5.5" 'COND. 2: Design checked fox net(-5 psf) uplift at 24 "oc spacing. TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF 016BTR SPACED 29,0" O.C. Design conforms to main windforce—resisting WEBS: 2x4 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dix), TOTAL LOAD = 92.0 PSF load duration factor=1.6, Truss designed for wind loads LL = 25 PSF Ground Snow (Pg) in the plane of the truss only. 14-1.5x9 or equal at no -structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon)n REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss requires design continuous bearing wall for entire span UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 8-01-12 0-03-12 q 1 T 12 4.00 v M-1.5x3 4 3 —/ 1 ...... 1111111111111111111 (V 0 rn Ln oM 1 —/ p 5 6 M-3x4 M-1,5x3 y l l 1-00 8-05-08 �5� �tyG N "9. 0.1, �. 89782PE <' • JOB NAME : 5019—B POLYGON — P1 Scale: 0.5764 alli WARNINGS: GENERAL NOTES. udess otherwise noted OREGON �/'�R' I.Balder and erection contractor Mould be advised of al General Notes 1.This deg component.based only spolnthe y of parameters parameters and for individual � OR EGO N f')N" t�.. Truss: P 1 and Warnings before eenstructlon commences. & 2 �~ 2.2a4 compression web bredng mud be Installed where shown+. Incorparatlon of component la the responsibility of the balding designer. ...41 -7+ A j`'a A 6 3.Additional temporary bracing to More stability during construction 2 Design assumes the top and bottom chords to be laterally braced at 'IAN �l�'1 Y y Is me responsibility of the erector.Additional permanent bradn9 of 2 ntinuo sasheeming such as plywood eheatt 101 o.c.respectimb unless hing(TC)endlor drywel(BCthroughout their length). I"'A UL P DATE: 12/8/2 015 the oven.structure Is me responsiblity of the balding designer. 3.2x Impact bridging or lateral bracing required where shown o e SEQ.: K1581024 4.Ne load should be appliedtoanycomponentuntilageralbndngend 5.4.Instalntionof i mroaheis the aeronoibilly used fthem.�oe�ddreconr for..ret. fastener.an complete and al no time should any bads greeter thanand are fesudry.trusses"re to be TRANS I D: LINK design loads be applied to any component. B.Design assumes had beating at el supporta shown.Shim or wedge If 5.Command has no control over and assumes no responsibility forme Design.e EXPIRES: 12/31/2016 febneation.handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. December 8,201I 5 8.TM design la famished eubJect to the limitations set forth by 8.Plates shall be located an both feces of truss,end placed so their center TPIANICA In BCSI,copies of which will be furnished upon request. lines coincide with(elm center lines. 9.Digits Indicate sloe of plate in bchea. MTek USA.Inc.(COmpuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values sea ESR-1371.ESR-1988(MITek) This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN B'- 5.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1/BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-52) 69 3-5=(-269) 182 BC: 2x9 KDDF #10BTR SPACED 29.0" O.C. 2-3=(-109) 89 WEBS: 2x9 RODE' STAND 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. SON. IL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. IL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 92,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -85/ 991V -36/ 107H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 5.5" -91/ 397V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO TIE 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCLRRTNTLY. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 -' MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.399" @ 4'- 3.5" Allowed = 0.505" MAX TC PANEL TL DEFL = -0.467" @ 4'- 3.5" Allowed = 0.757" 8-01-12 -03-12 MAX HORIZ. LL DEFL = 0.001" @ 8'- 1.7" T 1' 1' MAX HORIZ. TL DEFL = 0.001" @ 8'- 1.7" 12 4.00 v Design conforms to malwindforce-resisting M-1.5x3 4 system and components and cladding criteria. -/ Wind: 140 mph, h=20.6ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, a (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), X load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, N I .-I 0 N I 1 _ m o 0 2 • 1.." 5 M-3x4 M-1.5x3 8-01-12 0-03-12 k l y 1-00 8-05-08 ��' PROp s° „s , NGIN �C-� fp w `�- :9782 PE �' JOB NAME : 5019-B POLYGON - P2 4„ ,,,A. Scale: 0.5269 , , WARNINGS: GENERAL NOTES, unless otherwise noted 1.., Truss: P2 1.Builder and erection contractor Mould be advised of ail General Notes 1.This design le bases only upon Be parameters shown and la for an individual *IA,OREGON � and Warnings before construction commences, building component,Applicability of design parameters and properQ 2 2a4 compression web bracing must be installed where shown incorporation of component Is the responsibility of the building designer. G�s� �,✓ �� 3,Additional temporary bracing to Insure Nobility during construction 2.Design assumes the lop and bottom chords to M letarepy braved et /''�} Is the responsibility of me erector.Additional permanent bracing o/ 2 o.c.end at 70 a.c.-aepedNsty uMeae braced throughout their length by DATE: 12/8/2015 the overall structure is the responsibility of the building designer. continuousxImps shging''-yr such as brBang e required k ere s and/or dryweA(BC). s, + L1� 3.In Impact bridging i s Interns ponSbi yof where shaven++ /a U SEQ.: K 15 a 10 Z 5 4.No load should be applied to any component until after all brodng and 4.Installation of cruse is Ins roepomiblllty of the respectNe contractor. fasteners are compels and et no time should any loads greater than 5.Design assumes mesas are to be used in a noncorrosive environment, TRANS ID: LINK design loads be applied to any component. end are kr"dry enndnhn^of use. EXPIRES: 5.CompuTrue has no control over and assumes no responsibility for the 6.Design assumes ti:l toarli.g at all supports shown.Shim or wedge if EXf•-'R EJ. 12/31/2016. fabrication,handling,shipment and installation of components. Deassumes s. 6.This design is furnished subject to the limitations set forth by 0.Design taw mesaded on sok face lotrusse and 8,2015 Y e.Plates strait be located an bosh feces of trues, plaud as their center TPINVICA in SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Com Trus SoMvare 7.6.6(1L E 0.Digits maleate size of plate m inches. W 10.For basic connector plate design values see ESR-7371,ESR-1966(MiTek) Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 Center plate on jointunless x,y " 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 /4I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MIIMDimensions are in ft-in-sixteenths. ili� Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. INIMNIEMINIERMIIIMSittsts 2. Truss bracing must be designed by an engineer.For Q'1/16" Illip:Riellp 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I Ebracing should be considered. O 3. Never exceed the design loading shown and never r U Al U stack materials on inadequately braced trusses. a- O 4. Provide copies of this truss design to the building F- C7-8 C6-7 C5-6 For 4 x 2 orientation,locate r— designer,erection supervisor,property owner and plates 0 'ria'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. g suitably protected Design assumes trusses will be suitab from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT . the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. B Unless exceese noted,d 19%at moisture m 'teof fabrication. PRODUCT PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i• Indicated bysymbol shown and/or SYP represents values as published specified. i� Y by AWC in the 2005/2012 NDS by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. 1 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. *HM reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. -- environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing.make BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013