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Plans (2) 119114 SKI MM e0K LIJ MsT20f9 - eoZS% mit MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1783341_ David Weekley-SB11R-7893A Roof The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton,OR). Pages or sheets covered by this seal: K6325406 thru K6325434 My license renewal date for the state of Oregon is December 31,2019. cikEO PROren \cp74GlNE4'\29 89200PE f' CC 4,OREGON k <0 4k 14, 2-° �FRR►L�-� July 1,2019 Baxter,David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. IJob iTruss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof I , K6325406 1785896 A01 Common Supported Gable 1 1 Job Reference(optional)......... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:12 2019 Page 1 I D:UTgBgfLtm40o000h28cJAJz1 f1 Y-GsNJxvRrILjAuJXgSQ5MhJSUruu7WCc2?GKmkczoSfz 1 3 0 17-2-0 34-4-0 5.7-0 }1 3-0_L.__.._ --.__._......._.... ......... _._17 2 0_.._..._. ......... ......... .....-.1.. .._..._.. ----- ----_..---17-2-0...... ........_- ._ ....__.. ......... 1-1-3_01 Scale:3/16"=1' 4x4 6.00[12 15 16 Sheet Front 14 Full Sheathing 13 17 1 Ply 7/16"4x9 OSB 58 '.; 5918 5x6 ' 12 11 %;;'};.,. 19 5x6 10 20 • g 22 5 571 { ' ss25 28 l 2760-':::'':':'1.::<'''::'':':':.1.'..<,:11-::',. r. � ' E tiY . 6F #.•.., . { ... 1 � t . .. : r . :2,st xxts o 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x6 II 5x6 ._._ 3x6 II ........ ......... ......... ......... 34-4-0 34-4-0 Plate Offsets(X,Y)-- 110:0-3-0,0-1-41,120:0-3-0,0-1-41141:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.00 29 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 29 n/r 120 TCDL 7.0 Rep Stress Ina YES WB 0.14 Horz(CT) 0.01 30 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-R Weight:432 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 15-43,14-44,16-42 REACTIONS. All bearings 34-4-0. (Ib)- Max Harz 56=-151(LC 17) Max Uplift All uplift 100 lb or less at joint(s)56,30,44,45,46,47,48,49,50,51,52,53,54,42,41,40, 39,38,37,36,35,34,33,32,31 except 55=-108(LC 12) Max Gray All reactions 250 lb or less at joint(s)43,44,45,46,47,48,49,50,51,52,53,54,55,42,41, 40,39,38,37,36,35,34,33,32,31 except 56=278(LC 18),30=278(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=-86/257,13-14=-100/315,14-15=-106/352,15-16=-106/352,16-17=-100/315, 17-18=-86/256 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-3-0 to 2-2-3,Exterior(2)2-2-3 to 13-8-13,Comer(3)13-8-13 to 20-7-3, Exterior(2)20-7-3 to 32-1-13,Comer(3)32-1-13 to 35-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry QEp P R Ore s Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. `` C 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �Cj �NGINEF9 /o 4)Unbalanced snow loads have been considered for this design. 4. 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Z. 89200P E non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. /'' 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). -L . 42 P' •• 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 A'L_OREGON 4,i 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 4- l \1 . will fit between the bottom chord and any other members. /Q A/Y 14, 2.0\b Al..,A 12)A plate rating reduction of 20%has been applied for the green lumber members. d 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)56,30,44,45, SFRR I t-\- v 46,47,48,49,50,51,52,53,54,42,41,40,39,38,37,36,35,34,33,32,31 except(jt=lb)55=108. EXPIRES: 12-31-2019 July 1,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. i Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'Tek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 '... Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof ' i K6325407 1785896 A02 Common 2 1 Job Reference(optional)......._ ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:13 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJzlf1Y-k2xi8FSTWW Fr1T6s?7cbEX_e 169FamCEw3KG2zOSfy r1-3-0 5-8-9 11 9 1 17-2-0 22-6 15 28-7-7 34-4-0 35-7-0 1 3-0 I 5-8-9 ....... 6-0-8 ........_ } 5-4-15 .... 5-4-15....._......_ 6-0-8 5-8-9 ....... 1.1-3.0-I Scale=1:59.1 4x6 ... 6.00 112 6 18 20 3x6 3x4 �� 3x4 5 ''''-'.,',>.. 7 3x6 8 \4x6 \V ` 4X6 3V . \�� - „9 ,, . 18 21 \ j \\ 6x8 _:_. g 2 / " .' I 10 17 18 22 23 14 24 25 13 15 12 6x8 ::::: 3x4 = 3x6 -::::. 3x4 =-: 3x8 8-2-117-2-0 26-1-15 34-4-0 8-2 1 8-11-15 8-11-15........................................................L.................................................8-2-1................................................_...{ Plate Offsets(X,Y.)_-......_._(2:0-2-12,0-1-61,_110:0-2-12,0-1-61,11.0:Edge,0-2-81,__117:Edge,0-2-81...-..______ LOADING (psf) 25 0 SPACING- 2-0-0 f CSI. i DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.32 I Vert(LL) -0.19 13-15 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.56 1 Vert(CT) -0.47 13-15 >872 180 BCLL 0.0 Rep Stress lncr YES WB 0.47 Horz(CT) 0.11 12 n/a n/a Code IBC2015/TP12014 Matrix AS Weight:186 lb FT=20% BCDL ... 10.0- L. LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 7-15,5-15,3-17,9-12 2-17,10-12:2x6 DF No.2 REACTIONS. (lb/size) 17=1517/0-5-8,12=1517/0-5-8 Max Horz 17=-150(LC 17) Max Uplift 17=-304(LC 12),12=-304(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=809/181,3-5=-2235/468,5-6=1616/436,6-7=-1616/436,7-9=-2235/468, 9-10=-809/181,2-17=-615/243,10-12=-615/243 BOT CHORD 16-17=-466/2048,15-16=-303/1745,13-15=-188/1745,12-13=-317/2048 WEBS 6-15=-196/1058,7-15=-686/288,7-13=-63/390,5-15=-686/287,5-16=-63/390, 3-17=-1629/344,9-12=-1629/344 NOTES- 1)Wind:ASCE 7-10;Vutt=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-3-0 to 2-2-3,Interior(1)2-2-3 to 13-8-13,Exterior(2)13-8-13 to 20-7-3, Interior(1)20-7-3 to 32-1-13,Exterior(2)32-1-13 to 35-7-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 stip PR OFF 4)Unbalanced d snow loads haveebeen consideredof mifor this design. �� G ii' of 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Gj ,T non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 17 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide CC" 89200P E will fit between the bottom chord and any other members,with BCDL=10.0psf. 411111"7)A plate rating reduction of 20%has been applied for the green lumber members. / 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 17=304,12=304. cc 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum y A "OREGON 4// sheetrock be applied directly to the bottom chord. L Y/ \b` A. L. Ali)-* 214, o '4`7RR 11..\- EXPIRES: 12-31-2019 July 1,2019 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl-7473 rev.10/03/2015 BEFORE USE. lilt Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-$611 R-7893A Roof ' ' K6325408 1785896 A03 Common 4 1 Job Reference/optional). ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:14 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1f1Y-DFU4LbS5Hyzu8dh2Zr8gmkXnwiRJ_1bLTaptpUzoSfx -1-3-0 5-8-9 11-9-1 17-2-0 22-6-15 28-7-7 - 34-4-0 130I. 1 589....... t 608 I......._ 54-15 5-4-15 6-0-8 589 1 Scale=1:58.4 4x4 ...... 6.00 12 6 �w 3x4 i 19 3x4 3x6 �- 5 7 3x6 4,_ A z. 5x6 i `,, \\� �....,.,,,..... .",,,,i, 54 3 g 21 1 f_ a, n, 4:4 ..... .._ ; •1 Id 17 16 22 23 15 14 24 25 13 12 11 5x12 .-..•- 3x4 _..- 3x8 :::.. 3x6 .-.-::.. 3x4 -:::.. 5x8 ...:. 1 8-2-........._..._..._....._................_._._... 17-2-0 26-1-15 34-4-0 l 8-2-1 { .. ................._............__....8.11-15........................................................}......................................................8-11-15.._....__._..............._.............._........}...._............................__...__...._8-2.1.__..._._..._........_..........................1 Plate Offsets(X Y)-- 12:0-2-12,0-1-61[10:0-1-13,0-0-141j12:0-3-0.041.................................................................................................................................................... LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.43 Vert(LL) -0.19 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.47 13-15 >871 180 TCDL 7.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.11 12 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:184 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-14 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. 2-17:2x6 DF No.2 WEBS 1 Row at midpt 7-15,5-15,3-17,9-12 REACTIONS. (lb/size) 17=1518/0-5-8,12=1424/Mechanical Max Horz 17=173(LC 12) Max Uplift 17=-304(LC 12),12=-259(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-2252/474,5-6=-1611/440,6-7=-1611/440,7-9=-2255/498,2-17=-252/243 BOT CHORD 16-17=-495/2054,15-16=-327/1750,13-15=263/1749,12-13=384/2061 WEBS 7-15=-715/298,7-13=-68/405,6-15=-230/1088,5-15=-710/297,5-16=-63/408, 3-17=-2382/370,9-12=-2394/446 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=251t;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-3-0 to 2-2-3,Interior(1)2-2-3 to 13-8-13,Exterior(2)13-8-13 to 20-7-3, Interior(1)20-7-3 to 30-7-8,Exterior(2)30-7-8 to 34-0-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 G r 3)Unbalanced snow loads have been considered for this design. O`D P R OPC s 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �, Ccs non-concurrent with other live loads. .*c• ��GI1'4 /p 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CJ �. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �/ -9 will fit between the bottom chord and any other members,with BCDL=10.0psf. 4.c 89200P E 1- 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. ��,, e -,9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) _ 17=304,12=259. CC OREGON ! y ,� t/ /0 r9fr 14, 24 e'}'- '� R R t 1..\- EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 111111. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall i building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` 1 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 ANSIJTPIi Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply 'David Weekley-SB11 R-7893A Roof 1(6325409 1785896 B01 Common Supported Gable 1 1 Job Reference(optional)....._... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:16 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-9dcgmHULpaDcNxrRhFAJr9c9P WFjSOSewul_tNzOSfv 13-016-9-0 __. _..._._. ..._.... ......... .._..... ......... 34-2-8 .. F11:33:001 3 0 16-9-0 17-5-8 - ----I Scale=1:60.6 4x4 `-- 6.00 12 15 16 Sheet Front 14 Full Sheathing 17 1 Ply 7/16"4x9 OSB 12 57 13 58 18 5x6 195x6 10 8 . 22 6 24 : - ; 2559 26 3 ' 1 i 2 328 II 2 k N 1 •1I 6 5655 54 53 52 51 50 49 48 47 46 45 44 43 42 4140 39 38 37 36 35 34 33 32 31 30 29 3x6 34-2-8 34-2-8 Plate Offsets(X,Y)- j10:0-3-0,0-1-41 [20:0-3-0,0-1-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc 1/deft L/d PLATES GRIP 'CLL 25.0 Plate Grip DOL 1,15 TC 0.24 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 1 n/r 120 BCDDL 0.0 7.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 29 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-R Weight:450 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 15-43,14-44,16-42 REACTIONS. All bearings 34-2-8. (Ib)- Max Horz 56=148(LC 9) Max Uplift All uplift 100 lb or less at joint(s)29,44,45,46,47,48,49,50,51,52,53,54,42,41,39,38, 37,36,35,34,33,32,31 except 56=-124(LC 8),55=-219(LC 12),30=-129(LC 13) Max Gray All reactions 250 lb or less at joint(s)29,43,44,45,46,47,48,49,50,51,52,53,54,55,42, 41,39,38,37,36,35,34,33,32,31,30 except 56=328(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-56=-310/133,11-12=-94/278,12-13=-106/317,13-14=-120/375,14-15=-125/409, 15-16=-125/409,16-17=-120/375,17-18=-106/317,18-19=-94/279 NOTES- 1)Wind:ASCE 7-10;Vutt=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-3-0 to 2-1-0,Exterior(2)2-1-0 to 13-3-15,Comer(3)13-3-15 to 20-2-1, Exterior(2)20-2-1 to 30-7-11,Comer(3)30-7-11 to 34-0-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry QEp PR un f. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. .` GI N En*) 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 7 A 4)Unbalanced snow loads have been considered for this design. V 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� $ 200P E 9r non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. � . 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). / - 9)Gable studs spaced at 1-4-0 oc. CC 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Nt`1v will fit between the bottom chord and any other members. L<O�4 r 14, 2p -r 12)A plate rating reduction of 20%has been applied for the green lumber members. t2j 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)29,44,45,46, 4f R R 11.1- 47,48,49,50,51,52,53,54,42,41,39,38,37,36,35,34,33,32,31 except(jt=lb)56=124,55=219,30=129. EXPIRES: 12-31-2019 July 1,2019 ',. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1W03/20l5 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria,VA 22314 Corona,CA 92880 I IJob Truss Truss Type Qty Ply David Weekley-SB11R-7893A Roof , ' K6325410 I 1785896 B02 Common 3 1 !Job Reference(optional) 1 ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc, Mon Jul 1 10:47:18 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJzlf1Y-50kbBzWcLBTKcE?pogCnxaiRlJpQwgnxNCn4yGz0Sft 1 3 0 5-4 10 11-2-0 16-9-0 22-4-1 28-2-0 34-2-8 1-3-0 5-4-10 5-9-5 5-7-0 5-7-2 5-9-15 6-0-8 Scale=1:60.1 4x4 .._.. 6.00 12 6 19 3x4 3x6 3x4 516 � .., 7 3x6 4 \ 8 'il � 5x8 J \, 5x8 .� 3 \ 21 2x4 II 17 /7..,,,,,,,57':, � . � ', � 8x8 2 10 01 N N `« , ,� [� a 18 15 22 23 14 13 24 12 NO �1 3x8 7, 3x4 :-:: 3x8 ::::: 3x6 :z.:: 3x4 ::::: 7-11-6 16-9-0 25-6-13 ......... .._ ...... ......._ __ 34-2-8 7 11-6 8-9-10 8-9-13 }.. 8-7-11 Plate Offsets(X,Y)- [10:0-1_-13,0-0-14j,(10:Edge l)-3-9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.20 12-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.45 11-12 >899 180 TCDL 7.0 Rep Stress lncr YES WB 0.55 Horz(CT) 0.11 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:187 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14,7-14,3-16,9-11 REACTIONS. (lb/size) 16=1516/0-5-8,11=1422/0-4-0 Max Horz 16=148(LC 9) Max Uplift 16=-298(LC 12),11=-265(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-2057/453,5-6=-1571/439,6-7=-1570/438,7-9=-2198/493 BOT CHORD 15-16=-426/1789,14-15=-299/1664,12-14=-235/1719,11-12=-353/2008 WEBS 5-15=-36/313,5-14=-636/283,6-14=-221/1045,7-14=-730/297,7-12=-68/405, 3-16=-2164/336,9-11=-2341/423 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-3-0 to 2-2-1,Interior(1)2-2-1 to 13-3-15,Exterior(2)13-3-15 to 20-2-1, Interior(1)20-2-1 to 30-7-11,Exterior(2)30-7-11 to 34-0-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. C�� P R FF 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ``` p Q C non-concurrent with other live loads. s 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. a Gt NEF9 d/0 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,.'...r Ct� 4. will fit between the bottom chord and any other members,with BCDL=10.Opsf. 89200P E 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 16=298,11=265. i,..-41. •s°7-.. 7 4a OREGON�t` �lti� /O Ai), 14, L0 P-i- ' RRtLL-Q' EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 111111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the ,. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle ' Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 --- Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof K6325411 I 1785896 B03 Common 3 I 1 1 Job Reference(optional) I ProBuild West, Beaverton,OR 97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:19 2019 Page 1 I D:UTgBgfLtm40o000h28cJAJz1 f1 Y-ZC IzPJ WE6VbBEOZOMOjOToEboj9xflj4csWeU izOSfs r1-3-05-4-10 11-2-0 16-9-0 22-4-1 28-2-0 34-0-14 13-0 t 5-4-10 4 10 5-9-5 5 7-0.. 5-7-2 ......_.. I ....._.. 5-9-15 5 10-14 I - Scale=1:60.1 4x6 -::: 1.._.. 6.00[12 6 I 20 21 3x6 3x4 3x4 5 19 7 3x6 4 8 4x8 �� ` 5x6 3 ,' r \ ,? 22 3x6 18 s i 2 \ • �\\ 10 0 m ... d 16 23 2415 14 25 13 12 11 3x8 ,:::. 3x4 :::::: 3x8 3x6 ::::: 3x4 :::::: 8x8 :::::: ._7-11-6 ........ ______ ........ 16-9-0 ......... ......... - _ ......... 25-6-13 _ 34-0-14 ----- 7-11-6 ----_ ......... -.....___.. 8-9-10 .......____ .......{ .........---- 8-9-13 ....._----- - - _...{ _... .... 5-6-1 Plate Offsets(X Y) 110:0-1-13,0-0-141112:0-3-4,0-27§I. LOADING (psf) SPACING- 2-0-0 1 CSI DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.19 13-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.54 Vert(CT) -0.43 15-16 >944 180 TCDL 7.0 Rep Stress Incr YES ' WB 0.50 Horz(CT) 0.10 12 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:186 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 5-15,7-15,3-17,9-12 REACTIONS. (lb/size) 17=1505/0-5-8,12=1417/Mechanical Max Horz 17=156(LC 12) Max Uplift 17=-296(LC 12),12=-258(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-357/123,3-5=-2026/450,5-6=-1553/438,6-7=-1552/437,7-9=-2129/479, 2-17-394/228 BOT CHORD 16-17=-435/1770,15-16=-310/1640,13-15=-248/1677,12-13=-359/1917 WEBS 5-16=-38/301,5-15=-603/272,6-15=-187/995,7-15=-671/279,7-13=-61/371, 3-17=-1846/329,9-12=-2263/424 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-3-0 to 2-1-14,Interior(1)2-1-14 to 13-4-2,Exterior(2)13-4-2 to 20-1-14, Interior(1)20-1-14 to 30-4-11,Exterior(2)30-4-11 to 33-9-9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 aC P D n P 3)Unbalanced snow loads have been considered for this design. ` LO R VFC 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��` `G 1 N EFn,/Q non-concurrent with other live loads. �,_ T 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,C? 'ice 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. '� 89200PE r 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. /�'; 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 17=296,12=258. Cr 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum ©y A_OREGON 4/ sheetrock be applied directly to the bottom chord. L "� '�� `, /O -4y 14, (1°N 0 Q. EXPIRES:RES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not igi, a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,OSB-89 and BCSI Building Component 250 Rug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof ' r K6325412 1785896 B04 Common 4 1 1_._- Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:20 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJzlf1Y-1 PsLcfXstoj2sY8Cw5EFO?noe7SROkfErVGBO8z0Sfr 1-0-0 5-7-15 12-5-10 17-9-0 23-0-5 29-10-1 35-0-14 1-0-015-7-15 6-9-12 5-3-5 5-3-6 6-9-12 5-2-13 Scale=1:61.5 5x6 6.00 12 6 3x4 -- 18 19 3x4 - 3x6 � 5 ...\ 3x6 4x8 \\� 4x8 20 ;; '`--„----:--,4‹,,,,,,, 2x4 II 10 m 91 N k: rd �t 1.. �+ +-' t 4 d L1 6 14 15 21 22 13 23 24 12 111 5x8 = 3x4 = 3x6 3x4 = 3x8 3x8 9-6-11 17-9-0 25-11-5 35-0-14 9-6-11 8-2-5 8-2-5 9-1-9 Plate Offsets(X Y)- [2:0-1-1.3,0-0-141 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.22 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.69 15-16 >602 180 TCDL 7.0 Rep Stress Incr YES WB 0.52 Horz(CT) 0.12 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH i Weight:189 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-10-6 oc bracing:15-16. WEBS 1 Row at midpt 7-14,5-14,3-16,9-11 REACTIONS. (lb/size) 16=1535/0-5-8,11=1459/Mechanical Max Horz 16=165(LC 16) Max Uplift 16=-303(LC 12),11=-268(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5-2278/481,5-6=-1643/462,6-7=-1643/462,7-9=-2215/483 BOT CHORD 15-16-540/2148,14-15=-318/1794,12-14=-243/1766,11-12=-385/2018 WEBS 7-14-725/293,7-12=-27/389,6-14=-258/1138,5-14=-762/300,5-15=-38/439, 3-15=-250/262,3-16=-2482/430,9-11=-2385/468 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-6-1,Interior(1)2-6-1 to 14-2-15,Exterior(2)14-2-15 to 21-3-1, Interior(1)21-3-1 to 31-5-0,Exterior(2)31-5-0 to 34-11-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 G P R 3)Unbalanced snow loads have been considered for this design. �[,p 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �` G'N s/ non-concurrent with other live loads. ,T 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 4. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9 will fit between the bottom chord and any other members,with BCDL=10.Opsf. =9200P r 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �� • f411P' 16=303,11=268. 7 41 ORECC GON\t` 44/ ip Al'k 14 20 P4 FR R I L-\-6 EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Ns. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job iTruss Truss Type Qty Ply (David Weekley-SB11 R-7893A Roof I ' ' 1 K6325413 1785896 B05 Common 1 1 Job Reference(optional)......... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:21 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJzlf1Y-VbPjp_YUe6svTijOTpmUYDKzKXoe7ApN49?IYbzOSfq 1-0-0 5-7-15 12-5-10 17-9-0 23-0-5 2910-1 35-6-0 36-9-0 1-0-015-7-15 .____ _._-. .6:9 12 ....... X3.5 _.._._.1.. 5-3-6 ........ f -----... 6-9-12 ......._ I 5-7-15 ....... - -- -31.3-0{ Scale=1:61.9 5x6 ::::: 12. 6 6.00 12 � 3x4 i 19 20 \:, 3x4 .:z.. 3x6 5 7 3x6 . 4 • 4x$ i �.,, 44x8 3 1a z� 8 11, 17 16 23 24 15 14 25 26 13 12 6x6 ::::- 3x4 :::- 3x8 :::-. 3x6 . 3x4 = 9-6-11r. 17-9-0 25-11-5 35-6-0 9-6-11 ......... 8-2-5 +.. 825... 9-6-11.........................................................i Plate Offsets(X Y)- 12:0-1-13,0-0-141,110:0-1-13,0-0-141_._...__. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.22 16-17 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.70 16-17 >608 180 TCDL 0.0 * Rep Stress Incr YES WB 0.53 Horz(CT) 0.13 12 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:192 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-11-7 oc bracing:16-17. WEBS 1 Row at midpt 7-15,5-15,3-17,9-12 REACTIONS. (Ib/size) 17=1551/0-5-8,12=1569/0-5-8 i Max Horz 17=-158(LC 13) Max Uplift 17=-305(LC 12),12=-312(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-2311/481,5-6=-1677/462,6-7=-1677/463,7-9=-2308/477 BOT CHORD 16-17=-530/2176,15-16=-308/1824,13-15=-200/1823,12-13=-371/2170 WEBS 7-15=-766/299,7-13=-36/438,6-15=-259/1168,9-13=-243/259,5-15=-780/299, 5-16=-38/439,3-16=-248/262,3-17=-2514/434,9-12=-2507/425 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-6-10,Interior(1)2-6-10 to 14-2-6,Exterior(2)14-2-6 to 21-3-10, Interior(1)21-3-10 to 33-2-6,Exterior(2)33-2-6 to 36-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 0 3)Unbalanced snow loads have been considered for this design. la 0 PR OFF 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs G c� non-concurrent with other live loads. \6,<(''"87210NOPE s�Q5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 9will fit between the bottom chord and any other members,with BCDL=10.0psf. c" 7)A plate rating reduction of 20%has been applied for the green lumber members. r..---- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(1t=lb) 17=305,12=312. CC -L 4 OREGON t. k/ /O 44 y 14, `4°)\ P4 � -R R ll-k-Q' EXPI RES: 12-31-2019 July 1,2019 Ma , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M147473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not mut 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 andfor chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof 1 ' K6325414 1785896 B06 Common 1 1 Job Reference(optional) I ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:22 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-_nz51 KZ6PQ_m5slbl WHj5Qs9FwBHsebWIp1151 zOSfp -1-0-0 5-7-15 12-5-10 17-9-0 23-0-52 -10-1 35.6-0 6-9-0 1:0-01. 5-7-15 S 9 12 5-3-5 5-3-6 6-9-12 9 12 5-7-15 1-3-0{ Scale=1:61.9 5x6 ::::: 6.00(122 6 I i.. 3x4 21 '-'<: 3x4 -, 3x6 - 20 5 .;�7 3x6 8 4x6 i \� 4x6 19 ;A / �\ \\ ��..� 23 x 8 8 0;11 - .... {dt-- --- ........ + -1 __.. ._... Yc1 to c�`JJ 1 18 17 16 24 25 14 26 27 13 15 12 8x8 .- 3x4 3x8 =:-. 3x6 -- 3x4 '-`- 1-2-0 9-6-1117-9-0 25-11-5 35-6-0........ - 1-2-01 8-4-11 8-2-5 8-2-5 9-6-11 Plate Offsets(X,V)-- [2:0-3-1,0-0-01,[10:0-3-1,0-0-01,(10:0-3-5,0-5-11],118:0.3-5,0-5-11] ......__ .... LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TO 0.35 Vert(LL) -0.18 13-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.42 12-13 >963 180 TCDL 7.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.12 12 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-AS Weight:193 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 7-15,5-15,3-18,9-12 2-18,10-12:2x6 DF No.2 REACTIONS. (lb/size) 18=1360/1-5-8,12=1561/0-5-8,17=196/0-3-8 Max Horz 18=-157(LC 13) Max Uplift 18=-394(LC 12),12=-317(LC 13) Max Gray 18=1360(LC 1),12=1561(LC 1),17=394(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-687/233,3-5=-2225/498,5-6=-1654/467,6-7=-1654/467,7-9=-2251/479, 9-10=-828/124,2-18=-538/268,10-12=-614/220 BOT CHORD 17-18=-534/2085,16-17=-534/2085,15-16=-315/1776,13-15=-198/1787, 12-13=-359/2119 WEBS 6-15=-235/1118,7-15=-726/292,7-13=-38/404,5-15=-721/301,5-16=-53/344, 3-18=-1800/316,9-12=-1683/439 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-6-10,Interior(1)2-6-10 to 14-2-6,Exterior(2)14-2-6 to 21-3-10, n Interior(1)21-3-10 to 33-2-6,Exterior(2)33-2-6 to 36-9-0 zone;cantilever left and right exposed;end vertical left and right �C(��V P R°Fess exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ` e 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �Co li�GtNEE' /0 3)Unbalanced snow loads have been considered for this design. CJ 2 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs "� 89200P E 9>! non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide r /-." will fit between the bottom chord and any other members,with BCDL=10.0psf. . 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) y A_OREGON 40 18=394,12=317. 4.- 2i9� ©�� 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Q 1 4 P sheetrock be applied directly to the bottom chord. Qj 'SER RIO- EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not e a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the '.. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SBI 1 R-7893A Roof K6325415 1785896 B07 Common 7 1 1......... Job Reference(optional)... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:23 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 YS_XUEgZkAj6cjOtnbEoydeP loKWeb59gXTUrdTzOSfo 1-3-0, 5-4-10 11-2 0 16-9-0 22-4-1 28-2-0 34-6-0 35-9-011-3-0. ----- 5-4-10_._ L........ 5-9-5 __.._....._ .f ____- 570....... ..}....... 5.72 .__.....--- f ----.._... 5-9-15...... ..._L... ......_.6-40 ....__ - 11-3-01 Scale=1:60.4 4x4 -- ... 6.00 112 6 19 20 3x6 3x4 i 3x4 �� 5 � 7 3x6 4 \F..\ 8 al 5x6 �\ 2x4 3 \. 3x4 2x4 II 18 �� 10 213x4 cii 1 2 . 1. 11 12 0 17 16 22 23 15 14 24 25 13 - 4x8 3x8 = 3x4 ___:: 3x8 3x6 3x4 =::::- 7-11-6 16-9-0 25-6-1334-6-0 7-11-6 8-9-10 8-913. _(....._.......................................__._8-11-3...._........_........_.._.._......._...........1 Plate Offsets(X,Y)-- 111:0-0-0,0-2-3] LOADINGs TCLL (P 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.18 13-15 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.45 13-15 >924 180 BCLL 0.0 Rep Stress Ina- YES WB 0.47 Horz(CT) 0.11 11 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:185 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Right 2x4 DF Std-G 3-5-12 WEBS 1 Row at midpt 5-15,7-15,3-17 REACTIONS. (lb/size) 11=1522/0-5-8,17=1533/0-5-8 Max Horz 17=-167(LC 13) Max Uplift 11=-306(LC 13),17=-300(LC 12) FORCES. (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-5=-2087/453,5-6=-1605/438,6-7=-1607/439,7-9=-2272/484,9-11=-2492/491 BOT CHORD 16-17=-422/1814,15-16=-295/1693,13-15=-224/1780,11-13=-318/2119 WEBS 5-16=-37/308,5-15=-650/283,6-15=-224/1071,7-15=-774/310,7-13=-74/432, 3-17=-2194/340 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-3-0 to 2-2-6,Interior(1)2-2-6 to 13-3-10,Exterior(2)13-3-10 to 20-2-6, Interior(1)20-2-6 to 32-3-10,Exterior(2)32-3-10 to 35-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 G 3)Unbalanced snow loads have been considered for this design. �ES3 P R OFF c1' 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �(, v. non-concurrent with other live loads. �Cj ?�G 1 N E9 /O 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C? 7 ?j 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L/ -9 will fit between the bottom chord and any other members,with BCDL=10.Opsf. 89200P E 7)A plate rating reduction of 20%has been applied for the green lumber members. orf 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ��5 11=306,17=300. 41. .`►` 9 /4,OREGON�b' .tti� i q 0 Y 2 '� O 14, �,. M FRR tO-- EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. ml. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• 1 is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute 218 N.Lee Street,Suite 312,Alexandria VA 22314 Corona,CA 92880 :Job Trusse_- _... Truss Type Qty Ply David Weekley S811 R-7893A Roof K6325416 11785896 B08 Common Supported Gable 1 1 ......... ......... ......... ......... ......... ......... ......... Job Reference(optional).......... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:25 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-OMfEfMb?iLMKyJ 1 AiegQj3U i18K134ez_nzyhMgz0Sfm 0-3-0 f _---. __--- ----- -16-9-0 ----- ____. ----- --- _....1...._ _.__.- .......... ....._.... 34-6-0.-- ......... ......... ......... i 5-9-0t '1-3-0 16-9-0 17-9-0 1-3-0' Scale=1:80.9 4x4 ___, 8.00 112 15 16 1 l Sheet Front 14 Full Sheathing a""' .- 17 13 is'tail:. 1 Ply 7/18"4x9 OSB 5x6 12 F.j; - 11 .,..41..1.‹.'1.'>1.'1.'1 1.1.•'1.'1.'''1:,'i'::.':'!% ;:.<.1:,..'',... 19 5x6 10 .1' :'$-1'� . 20 g 21 •: • 7 r 23 r- 6 pr, 24 5 1 ..$r l :::::::::::,:,1,::1.1::::::::::::;::;1::::::: ..i.-,,,,,,,:,, 25 60 2 cl 1 fij: t'::<,</,':''':,-;,-1:':<:<:<:'4//::':,4•::-:,:<,'V.:<,.-..:'f1kk :r (, :::•"'„,:::,:::,::.:.:::.:::,:::.6,::.-:.-:,...,, 28 tri; 2s I 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 4241 40 39 38 37 36 35 34 33 32 31 30 3x6 ._:._ 3x8 11 1 ......... ......... - _....._.. ----- ---_. .............. ____. ___.. 34-6-0 ......... ......... ......... ......... ......_-._- -----._...... ......... .._...{ 34-6-0 Plate Offsets(X,Y)--_. [10:0-3-0,0-1-4�,-120,0-3-0,0-1_-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1,15 TC 0.25 Vert(LL) 0.00 29 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 28 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.01 30 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TP12014 Matrix-R Weight:453 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 15-44,14-45,16-43 REACTIONS. All bearings 34-6-0. (Ib)- Max Horz 57=-158(LC 13) Max Uplift All uplift 100 lb or less at joint(s)30,45,46,47,48,49,50,51,52,53,54,55,43,42,40,39, 38,37,36,35,34,33,32,31 except 57=-115(LC 8),56=-213(LC 12) Max Gray All reactions 250 lb or less at joint(s)30,44,45,46,47,48,49,50,51,52,53,54,55,56,43, 42,40,39,38,37,36,35,34,33,32,31 except 57=295(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-57=-291/125,11-12=-891271,12-13=-101/310,13-14=-115/368,14-15=-120/402, 15-16=-120/402,16-17=-115/368,17-18=-101/310,18-19=-89/271 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-3-0 to 2-1-0,Exterior(2)2-1-0 to 13-3-10,Corner(3)13-3-10 to 20-2-6, Exterior(2)20-2-6 to 32-3-10,Comer(3)32-3-10 to 35-9-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �ED P R OFfi Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ��(, tss 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ... �GwsGti'i �p 4)Unbalanced snow loads have been considered for this design. C,, /jj 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 89200,E "Y non-concurrent with other live loads. r. 6)All platesrearei2x4 tunless otherwise indicated. - 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9)Gable studs spaced at 1-4-0 oc. 4114 1Z 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7/- OREGON �C/ 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 4-1 will fit between the bottom chord and any other members. /.0l y 14, 2© P4 12)A plate rating reduction of 20%has been applied for the green lumber members. c 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)30,45,46,47, �`n p R I I.-L 48,49,50,51,52,53,54,55,43,42,40,39,38,37,36,35,34,33,32,31 except(jt=lb)57=115,56=213. EXPIRES: 12-31-2019 July 1,2019 A WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type 1Qty Ply jDavid Weekley-SB11 R-7893A Roof K6325417 1785896 CO1 (Common Supported Gable 11 1 1......... Job Reference..(optional).......... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:26 2019 Page 1 I D:UTgBgfLtm40o000h28cJAJz1 f1 Y-sZDcticdSeUBaTcMGMLfFG 1 vhYgZoZh6DRj WEozOSfl -1-0-0 _--__-- .._..... ...._... 10-6-0 21-0-0 22-0-0 1-0-0 1 10-6-0 -__-�-" _-�-- f. 10-0-0 I 1-0-0 Scale=1:37.1 454 9 ' Sheet Front �:� 10 Full Sheathing 8 " '"�� 1 Ply 7/16"4x9 OSB 5.00 112 , . ..•>..`:,._�,,,- 11 rr� �f�1 � 347 ,;:.. : :::,5',:"; a;, 35 6 5: ;r. „ 12 y"r;'2i i i:' f�.�.� 13 5 fy a;. 33 } i 2 -. ',....':;',...',2,..:',...,;,:4:::'.::',:':,72 ". • , ., 16 c 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6 I I 5x6 :::::. 3x6 I( 21-0-0 21-0-0 ......... __..._.__._.._._..._ Plate Offsets(X,Y_)-... 123:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 16 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 16 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 18 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-R Weight:172 lb FT=20% BCDL"__.._.., 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 21-0-0. (Ib)- Max Horz 32=-72(LC 17) Max Uplift All uplift 100 lb or less at joint(s)32,18,26,27,28,29,30,31,24,23,22,21,20,19 Max Gray All reactions 250 lb or less at joint(s)32,18,25,26,27,28,29,30,31,24,23,22,21,20,19 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 7-6-0,Comer(3)7-6-0 to 13-6-0, Exterior(2)13-6-0 to 19-0-0,Comer(3)19-0-0 to 22-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �,�EQ PRO - non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. ..j . G(NE�cR /O 7)Gable requires continuous bottom chord bearing. C? 7 �, 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9T, 9)Gable studs spaced at 1-4-0 oc. CC. =9200P 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide . , will fit between the bottom chord and any other members. -! ..--' • I' 12)A plate rating reduction of 20%has been applied for the green lumber members. CC 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)32,18,26,27, y A-OREGON / 28,29,30,31,24,23,22,21,20,19. 4- "meq ©N� ` O k14, 2 0-. AFP R O-.0 EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10103/2015 BEFORE USE. I—I ' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof K6325418 11785896 CO2 'Common 2 1 I. .Job Reference(optional)......_ I ProBuild West, Beaverton,OR-97005, 8.240 s Jun 82019 MiTek Industries,Inc. Mon Jul 1 10:47:27 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-Kln_42dFDyc2BdBYg3suoUZ?ExvsXy7GS5S3m EzOSfk 1-0-0 6-0-10 10-6-0 14-1-16-6 21-0-0 22-0-0 I1-0-0 } -_---- -.. ...._.... 6-0-10 ..._..._ -I----- --___......_..4 5-0 ........ ..._...j. ._.___ 4.5 ....... ._..._. I ___.._ ......_._._..6-0-10 I 1-0-0....{ Scale=1:36.9 4x4 -- 4 5.00 112 --\ 16 3x4 15 -- .�. 3x4 3 -- 5 .....,,.�\ 14 .. 17 � \ 7 .. .... .....——--Vi ..... .... __.- - <a ;1-.'- .._ lel -._._ 13 12 11`,� 9 LY. 2x4 3x8 = 2x4 83x6 11 3x6 1 3x8 .::::_ 6-0-10 10-6-0I _________ 10-7/12 14-11-6 21-0-0 6-0-10 I 4-5-6 0-1-12 4-3-10-._. +.........._........................................._...s-0-10 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.39 Vert(LL) -031 12-13 >403 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.34 12-13 >366 180 TCDL 7.0 Rep Stress Incr YES WB 0.28 Horz(CT) -0.00 11 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:91 lb FT=20% BCDL _--- 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=283/0-5-8,11=1320/0-3-8,13=283/0-5-8 Max Horz 13=-72(LC 13) Max Uplift 8=-120(LC 13),11=-152(LC 12),13=-120(LC 12) Max Gray 8=341(LC 20),11=1320(LC 1),13=341(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=0/562,4-5=0/562,2-13=-259/195,6-8=-259/195 WEBS 4-11=-602/75,5-11=-589/177,3-11=-589/177 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-6-0,Exterior(2)7-6-0 to 13-6-0, Interior(1)13-6-0 to 19-0-0,Exterior(2)19-0-0 to 22-0-0 zone;cantilever left and right exposed;end vertical left and right exposed:C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. [f 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. aC 0 PR Ore, 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide a' F`s will fit between the bottom chord and any other members. Gj� G(N F s� 7)A plate rating reduction of 20%has been applied for the green lumber members. V F9 I°* 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �Gf -7 8=120,11=152,13=120. K.' 89200P E T- I 9 4,OREGON 414 'O qy 14, 2© P4 /11$- RR 10- EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notid. 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 MIT®k• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Twos Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss (Truss Type Qty Ply David Weekley SB11 R-7893A Roof • 1785896 CO3 Monopitch 2 1 K6325419 'Job Reference..(optional)._.. 1 ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:28 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 YoxLN HOdt_GkvpnmkOnO7Kh6DDL12GPNPhICclhzOSfj -1-0-05-4-4 10-4-0 10 8 I 1-0-0 I ..... 5-4-4 4 4 4-11-12 0-1`�8 2x4 I I Scale=1:29.1 4 5 5.00 1 12 ... 11 3x4 ' 10 61.r, j , 8 7 3x4 = 2x4 11 3x6 =8 f------_......................................................_5-4-4--------_._....._._........................._......._._...L......._......._.__.._........._._...................._10-4-0........................................_....._.................{ 5.4-4 4-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.01 8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.03 2-8 >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:55 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=496/0-5-8,7=440/Mechanical Max Horz 2=197(LC 12) Max Uplift 2=-95(LC 12),7=-155(LC 12) Max Gray 2=514(LC 19),7=526(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, TOP CHORD 2-3=-643/47 BOT CHORD 2-8=-176/520,7-8=-176/520 WEBS 3-7=590/199 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-5-8,Exterior(2)7-5-8 to 10-5-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Ii;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �f��Q P ��Fss non-concurrent with other live loads. `r 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide SCO NGI NE- > will fit between the bottom chord and any other members. 7 4. 7)A plate rating reduction of 20%has been applied for the green lumber members. 444 '9 8)Refer to girder(s)for truss to truss connections. 89200P E r 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb) - 7=155. Cr 1/ /1"OREGON�� ' , O "Y 14, 20 P4 ' RR1-\-6 EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. le. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml leke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job TypeITruss1Truss ..__ 'Qty Ply David Weekley-S611 R-7893A Roof K6325420 1785896 C04 Monopitch 1 1 'Job Reference(optional)......... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:29 2019 Page 1 I D:UTgBgfLtm40o000h28cJAJz1 f1 Y-G7ulVkeVIZsmRxKxxUvMtvfO6lfo?scYvPxAg7z0Sfi ---_.... 5-4'4 ...._...._ 10-4-0 10-5-8 5-4-4 4-11-12 0-118 2x4 I I Scale=1:29.1 3 4 -1 l -�� 5.00 12 - 10 3x4 I 61 [ ,, ‹f .__„ 6 1_ 3x4 2x4 II 3x6 5 ......... ____... .5-4-4 ......... ....}...................................................__......_10-4-0....................................._..................._.....{ 5-4-4 4-11-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 1-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.03 1-7 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.28 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:53 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=412/0-5-8,6=444/Mechanical . Max Harz 1=192(LC 12) Max Uplift 1=-59(LC 12),6=-157(LC 12) Max Gray 1=426(LC 19),6=518(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-645/53 BOT CHORD 1-7=-181/522,6-7=-181/522 WEBS 2-6=-592/206 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.It;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-5-8,Exterior(2)7-5-8 to 10-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Ga ct n non-concurrent with other live loads. ```�p P R ores 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,Gj ANG I N ESR %, will fit between the bottom chord and any other members. �� 7)A plate rating reduction of 20%has been applied for the green lumber members. -fE 8)Refer to girder(s)for truss to truss connections. 89200P E t' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 6=157. Q l- - cr '}7L 4,OREGONDi (t, /O ilk 14, 2p 0-* MFRR►L'- EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 Miiek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type IQty Ply David Weekley-SB11 R-7893A Roof ' , K6325421 1785896 DO1 Common Supported Gable 1 1 Job_Reference o tonal......... i ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:30 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-IKS7i3f7Wt_d34v7VCQbQ6BbT91 JkNhi83hjNZzOSfh TO-9-10 10-0-0 20-0-0 21-0-0 '0-9-10 I ._..__..- .._------ - ......... .10-0 0 ____ ..-----.......... .._..... .._....1._ _......._.. ......... ......... ---10-0-0 ......... ......... ......... t 1-0-0.....I Scale=1:35.0 4x4 :::: 9 Sheet Front " 10 Full Sheathing 8 f `"... 1 Ply 7/16"4x9 OSB 5.00 12 -a ''':'`:�?' 31 Dt 11 32 :,..,,,,,,,,,,;1,.....,....,::,,:,,,,,,, 1 12 >� 13 t 3 rfi • r rY� 15 r t r: :, 162 1ci17 0 3x4 = 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 20-0-0 II20-0-0 __._.. ......... ._...... _ ._......... .......... LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 16 n/r 90 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Vert(CT) 0.00 16 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 16 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:172 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 20-0-0, (lb)- Max Horz 2=-84(LC 13) Max Uplift All uplift 100 lb or less at joint(s)2,16,25,26,27,28,29,30,23,22,21,20,19,18 Max Gray All reactions 250 lb or less at joint(s)2,16,24,25,26,27,28,29,30,23,22,21,20,19,18 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-0-9-10 to 2-0-0,Exterior(2)2-0-0 to 7-0-0,Corner(3)7-0-0 to 13-0-0, Exterior(2)13-0-0 to 18-0-0,Comer(3)18-0-0 to 21-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. n 6)All plates are 2x4 MT20 unless otherwise indicated. c.; ,,‘GIN .,., PR Qf- 7)Gable requires continuous bottom chord bearing. vol 8)Gable studs spaced at 1-4-0 oc. s �cNG1NFF9 /O 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /fj 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide on '7 will fit between the bottom chord and any other members. • 89200PE 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,16,25,26,27, �.��1� 28,29,30,23,22,21,20,19,18. t _ 0I' r CII CC 4), OREGON�tx Alii �O �' 14, 2°�~i,+ RR10- EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply David Weekley-SB11 R-7893A Roof ' K6325422 1785896 D02 Common 2 1 Job Reference(optional)--- ProBuild West, Beaverton,OR 97005, 8.240 s Jun 8 2019 MiTek Industries,Inc Mon Jul 1 10:47:31 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJzlf1Y-DWOVwPgmHB6UgEUJ3vxgyKkhHZHgTnbrNJ)Hv?zOSfg 0 9 10 5-7-4 10-0-0 - 14-4-12 20-0-0 0_9.0+ ......... ......._ 5-7-4_____ ....._... }..._.... ......____ 4-0-12 ...... ...._.._ i ......... -4-4-12 i......... ........__ ____ 5-7-4 ._..._. .....__.---I Scale=1:33.7 4x4 ..... 4 5.00 112 2x4 '` 12 2x4 3 `.�� // 8 t cr ... 3x4 = 3x4 := 3x8 10-0-0 ......... 20-0-0 10-0-0 -- + ------ 10-0-0 -- { LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.05 2-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.18 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 ICode IBC2015/TP12014 Matrix-RH 1 Weight:93 lb FT=20h LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 6=819/0-5-8,2=888/0-5-8 Max Horz 2=82(LC 12) Max Uplift 6=-155(LC 13),2=-184(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1437/367,3-4=-1097/266,4-5=-1098/267,5-6=-1440/376 BOT CHORD 2-7=-281/1233,6-7=-274/1236 WEBS 5-7=-399/240,4-7=-69/569,3-7=-384/239 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-10 to 2-2-6,Interior(1)2-2-6 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, Interior(1)13-0-0 to 16-9-4,Exterior(2)16-9-4 to 19-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. P R FF 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �} u 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide .5,\V �G, �Fn�1/O will fit between the bottom chord and any other members. c.0.4\ 7 A 7)A plate rating reduction of 20%has been applied for the green lumber members. C? 1• 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9 6=155,2=184. 89200P r 7 4/OREGON�tx A,2` /.6qy p 14 2P.., SFR R ti.A- v EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not , a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona.CA 92880 I,Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof K6325423 1785896 003 Common 13 1 I........ Job Reference(optional) ....... ProBuild West, Beaverton,OR 97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:32 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-hiat71g02U ELIO3WddS3VXHtYydsCEx?bNAgRSzOSff 5-7-4 10-0-0 14-4-12 20-0-0 -_.._...... ......_5 7-4 .......___ ......._ I .........- ----........4-4-12 -----i. ....._..... 4-4-12 ....._.._.__-_ .+......... ......... ___5-7-4 ......... ..........._1 Scale=1:33.2 4x4 3 5.00 112 2x4 <.: 8 ��, 11 2x4 -- 4 d 7 i �� /j 12 cl ,- o 9 ...I 21 . 6 3x4 = 3x4_..::::. 3x8 -::::: .................__.........._......_10-0-0........................_____._.._..__............._.._..........................._._..........__._..._._.__....._...................._............_.................._.._.._.............._......._......- --20-0-0 ...................................................................................................................................... 10-0-0 110-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.06 1-6 >999 240 MT20 220/195 (Roof Snow-25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.19 1-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.03 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-S Weight:92 lb FT=20% B C D L..........................10.0.................... LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=821/0-5-8,5=821/0-5-8 Max Horz 1=80(LC 12) Max Uplift 1=-155(LC 12),5=-155(LC 13) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ' TOP CHORD 1-2=-1443/388,2-3=-1108/281,3-4=-1108/281,4-5=-1443/388 BOT CHORD 1-6=-291/1241,5-6=-288/1241 WEBS 3-6=-68/556,4-6=-376/247,2-6=-376/246 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, Interior(1)13-0-0 to 16-9-4,Exterior(2)16-9-4 to 19-9-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. � 2�p P R QrkSS 6)A plate rating reduction of 20%has been applied for the green lumber members. ``` 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) �Gj !NG t�� /O 1=155,5=155. �� i /0. 89200PE 9r 4 OREGON�� t�� /O �y14, 20 0- MFR RIO,- EXPIRES: IO,- EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verily design parameter's and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.1W03/2015 BEFORE USE. la Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '.... building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI7 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job 'Truss Truss Type Ply David y- 7893A Qty Ply avWeekley-5611R-7893A Roof r K6325424 1785896 D04 ;Common 1 1 I. Job Reference(optional).......... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MITek Industries,Inc. Mon Jul 1 10:47:32 2019 Page 1 I D:UTgBgfLtm40o000h28cJAJz1 f1 Y-hiat71g02UELIO3 WddS3VXHvLyfiC EN?bNAgRSzOSff -__ 3-7-8 8-0-4 I 13-7-8 3-7-8 4-4-12 --5-7-4 .... 4x4 Scale=1:30.9 5.00 12 3 12 3x4 2 \� 13 1 2x4 i d --, ��, .-. 4 // ..4. t.~- 1d g 6 ,, 7 3x8 2x4 I I 3x4 l ..._.... 3-7-8--_.. _..._.. I....._...----- ......... ............... ......... 13-7-8. .---........ ....._.. .._..... ------ ....._.....{ 3-7-8 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.05 6-11 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.17 6-11 >944 180 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-AS 1 Weight:71 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. (lb/size) 5=561/0-5-8,7=584/Mechanical Max Horz 5=-139(LC 13) Max Uplift 5=-113(LC 13),7=-109(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-420/126,3-4=-457/125,4-5=-834/242 BOT CHORD 5-6=-270/716 WEBS 4-6=411/238,2-7=-588/174,2-6=-112/492 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 6-7-8,Interior(1)6-7-8 to 10-7-8,Exterior(2)10-7-8 to 13-7-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide QG PR Ore, fit between the bottom chord and any other members. � o.r.O P R aF-. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. Cj t N / 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �� EFR ©4,. 5his '•' ;9200P Nii v'! 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. y4i OREGONNI)' ICitiCZ' /6 gyy4, 2O A+ � ' RR tt..'-6 EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss (Truss Type Qty Ply David Weekley-SB11 R-7893A Roof K6325425 1785896 E01 GABLE 1 n 2 !Job Reference(optional)...._.... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:34 2019 Page 1 ID:UTgBgfltm40o000h28cJAJz1 f1 Y-d5ieYRiea6U3XiDukl UXayM8fmGogy0H3hfx WKzOSfd 1 3-8-0 ........ { 3-3-06-11-0 9-8 -6-Ot --._.._............._13-6-7....._.._..................13-1. 0 �-io-a 5-0-7 o-�- 0-8-8 4x4 :_:- Scale=1:50.7 8.00 112 99 4 Sheet AA 11 .- ,y 2x4 11 Left potion g-0-0,-' :'`-.;.�5 21�1y 7/16"4xs,` B 2x4 ..-.I- Sze 2 1 , 6 . z�;.. 4x8 . \,\\\ 3c6 II I. 3x8 IIS 1fi . }- I 5x12 MT18HS t8 .:4!.,.•:,.;:,5<,<....\ , 2x4 . a 8 13 6... 5x8 11E. ......... 1I .... ' ..�. I t t1 N ---- �n3x8__11_- b -... l� .... !11] !LI! ILII...... 1 1't 12 20 11 21 22 10 23 24 r9. 3x6 i1 HUS26 8x8 :::::: HUS26 MUS26 loxiC _.... MUS26 2x4 11 HUS26 MUS26 MUS26 3-8-0 8-6-0 13-10-0 3 8A_..._...__......_..{.._................ ..._a=10-0................................j.............................__.... 0......................__.............I Plate Offsets(X,Y)-- [8 Edge,O 2 4] [10:0-3-9,0-5-01,111:0-4-0,0-4 121,115:0-3-5,0-0-1],[15:0-0-11,0-2-2],[16:0-1-3,0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.07 9-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 ! Vert(CT) -0.16 9-10 >985 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.98 Horz(CT) 0.01 9 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RHWeight:288 lb FT=20 BCDL 10.0 /u e ! LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-11 oc purlins, BOT CHORD 2x6 DF 2400F 2.0E except end verticals. WEBS 2x4 DF Std G*Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-15,14-15,6-14:2x6 DF No.2 JOINTS 1 Brace at Jt(s):14,15 OTHERS 2x4 DF Std G REACTIONS. (lb/size) 12=5007/0-5-8,9=6087/0-5-8 Max Horz 12=-272(LC 4) Max Uplift 12=-989(LC 9),9=-1161(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2276/474,2-3=-2426/520,3-4=-2278/527,4-5=-2311/517,5-6=-2391/489, 6-7=-2517/525,7-8=-5311/1010,12-13=-4380/888,1-13=-3815/736,8-9=-3785/754 BOT CHORD 11-12=216/316,10-11=-780/4364 WEBS 11-14=508/2366,4-14=-529/2334,7-11=-3060/695,7-10=-596/3354,1-17=-621/3250, 15-17=-703/3611,11-15=-720/3475,13-18=-473/173,8-10=-784/4423,2-17=-319/110, 17-18=759/204 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. o Bottom chords connected as follows:2x6-2 rows staggered at 0-6-0 oc. QED PR OFF Webs connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. ` G'N C�.0 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ,Gj N F Q ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vuk=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; 8g200PE 17 MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL igne .r 4)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry /�' Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 a- 6)All plates are MT20 plates unless otherwise indicated. -f7 A-OREGON ' 7)Gable studs spaced at 1-4-0 oc. L 41 +` IX 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /O l y 14, 24 '�' 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide , � A.c will fit between the bottom chord and any other members. �7C R R,L 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) EXPIRES: 12-31-2419 12=989,9=1161. 12) Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at July 1,2019 Contit frd2 f6Qmdilteleft end to 5-6-12 to connect truss(es)to back face of bottom chord. Ill A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated 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 ANSUTPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof K6325425 1785896 E01 GABLE 1 n L Job Reference(optional) ProBuild West, Beaverton,OR 97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:34 2019 Page 2 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-d5ieYRiea6U3XiDuk1 UXayM8fmGogy0H3hfxWKzOSfd NOTES- 13)Use Simpson Strong-Tie MUS26(6-10d Girder,6-10d Truss)or equivalent spaced at 2-1-8 oc max.starting at 7-6-12 from the left end to 13-8-4 to connect truss(es)to back face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,9-12=-20 Concentrated Loads(Ib) Vert:9=-1448(B)11=-1397(B)20=-1397(B)21=-1397(B)22=-1439(B)23=-1439(B)24=-1439(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Mak* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIt quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss 1Truss Type Qty !Ply David Weekley-SB11 R-7893A Roof 1 K6325426 1785896 E02 Mono itch Supported Gable 1 1 Job Reference(optional) _-- 1 ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:34 2019 Page 1 ID:UTgBgfltm40o000h28cJAJz1 f1 Y-dSieYRiea6U3XiDuk1 UXayMCym N 1 gBVH3hfxWKzOSfd -1-0-0I. 10 1-0-0...._1................_...____.._............................._._..___6 8................................_..._.__._........_............._06-6-18 7 8 Scale=1:32.7 Sheet Front Full Sheathing ff"''))' 1 Ply 7/16"4x9 OSB 6 '%, ,,' .:::.. 8.00 12 5 4 ,;#if ii 3x4 II II %- 2 ti 1i. ` :%% y • $ ill I=i� f3 15 14 13 12 11 109 3x4 I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) 0.00 7 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert CT 0.00 7 n/r 120 TCDL 7.0 ( ) BOLL 0.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH Weight:66 lb FT=20% -- ......... ____..._... 1 ..._.... _ ......... .........__-_ ......... ._-........ ...._.._.__ A ......... .___....... ......_. ____._....... ......._. ____- ......... ......_. ___.__... ......... .......... LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 6-6-0. (lb)- Max Horz 15=189(LC 10) Max Uplift All uplift 100 lb or less at joint(s)15,11,12,13,10 except 14=-264(LC 10) Max Gray All reactions 250 lb or less at joint(s)11,12,13,14,10 except 15=254(LC 10) FORCES. (lb)-Max.Comp,/Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 3-6-0,Corner(3)3-6-0 to 6-6-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. <'a0) PR Oper, 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). k.,aG I I\I /Q 8)Gable studs spaced at 1-4-0 oc. - 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide " 89200P E T will fit between the bottom chord and any other members. '/ 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,11,12.13, I _. . •.i+ 10 except(jt=1b)14=264. y ,ti OREGON ,, (4 i0 qY 14 Z° P-{- EXPIRES: 12-31-2019 July 1,2019 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not w 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/TM Quality Criteria,058-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof 4 K6325427 1785896 F01 Common Supported Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:35 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-5H GOmnjGLPcw9so5110m7AvQCAkOPd8RILOU2nzOSfc -1-0-06-11-0 13-10-0 14-10-0 1 1-0-0---I -. _......... ......... _.6-11-0.. ......... ......... ......_._.-.} ----- ___............ 6-11-0 ----. __. ........_.. }....1-00....1 4x4 ..,_. Scale=1:32.5 7 1 Sheet Front 1 1 Full Sheathing 1 Ply 7/16"4x9 OSB 6 i,s 8 8.00 112 " I 5 r : �,; 10 Coor k 3 : y i • I • 11 t . i 24 23 22 21 20 19 18 17 18 15 14 ......... ......... - 13-10-0 13-10-0 LOADING (psf) SPACING- 2-0-0 i CSI. DEFL. in (loc) I/deft L/d i PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.14 Vert(LL) 0.00 13 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 1 BC 0.04 Vert(CT) -0.00 12 n/r 120 TCDL 7.0 Rep Stress'nor YES 1 WB 0.09 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RI 136 lb FT=20 BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 13-10-0. (Ib)- Max Horz 24=177(LC 9) Max Uplift All uplift 100 lb or less at joint(s)24,14,20,21,22,18,17,16,15 except 23=-100(LC 7) Max Gray All reactions 250 lb or less at joint(s)24,14,19,20,21,22,23,18,17,16,15 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 3-11-0,Comer(3)3-11-010 9-11-0, Exterior(2)9-11-0 to 11-10-0,Corner(3)11-10-0 to 14-10-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. o PR OFF 6)Gable requires continuous bottom chord bearing. (ev s 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). .. 89G2 N SFR �/O8)Gable studs spaced at 1-4-0 oc.9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �4 n -f710)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 00 P E. will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. .ii dr/,p� -: 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,14,20,21, 4 22,18,17,16,15 except(jt=1b)23=100. y � OREGON �l(/ !O 14)- 14, 2°\ 4 Q MFRRILL R EXPIRES: 12-31-2019 July 1,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof I K6325428 1785896 Gal Common Supported Gable 11 1 Job Reference(optional)--- ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:36 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-ZUpOz7ku6jkm n?N HsSX?fNRaUZ4185EaW?81 aDzOSfb 1-4-0 6-1-12 12-3-8 13-7-8 ......._-1-4-0 - ----- 6-1-12 __.._.......... ........_ ._..._.} -__--.... ...._... ------ ......... 6-1-12 .......... _._..... ._...}_ 1-4-0 _-.{ Scale:1/2"=1' 4x4 ::::: 6 1 Sheet Front = -> 1 Full Sheathing 4.00 112 5 „,,-;:5111',1.:1:117.1174111.1.11111:111:111:111.71/,-,, ,_ 1 Ply 7/16”4x9 OSB ` , ',>.,. { 8 � ' 1: 23 - .1. yt 9 o'fry - 1 3 v ;;, 7P i 24 102 f.t- ;)i f f -H4 H d 1 1 20 19 18 17 16 15 14 13 12 3x8 II 3x8 1' 11 12-3-8 12-3$ --_...... ......... ---. ........ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.00 11 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1,15 BC 0.02 Vert(CT) 0.00 11 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 12 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2015/TPI2014 Matrix-R Weight:76 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 12-3-8. (Ib)- Max Horz 20=27(LC 16) Max Uplift All uplift 100 lb or less at joint(s)17,18,19,15,14,13 except 20=-101(LC 8),12=-104(LC 9) Max Gray All reactions 250 lb or less at joint(s)20,12,16,17,18,19,15,14,13 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-4-0 to 1-8-0,Exterior(2)1-8-0 to 3-1-12,Comer(3)3-1-12 to 9-1-12, Exterior(2)9-1-12 to 10-7-8,Comer(3)10-7-8 to 13-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� P D Or non-concurrent with other live loads. nn R rr 6)All plates are 2x4 MT20 unless otherwise indicated. .4 (\ `st� 7)Gable requires continuous bottom chord bearing. \CO � ,GIME. /g� 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �� 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. cc 89200P E 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ` � 12)A plate rating reduction of 20%has been applied for the green lumber members. ' 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)17,18,19,15, 14,13 except(jt=lb)20=101,12=104. ,�OREGON �� /4 Alk14, 2-°\ 4 RRt��- EXPIRES: 12-31-2019 July 1,2019 — A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 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/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 .......... Job Truss Truss Type ;Qty Ply David Weekley-SB11 R-7893A Roof i K6325429 1785896 G02 Common 12 1 I j Job Reference(optional) , ProBuild West, Beaverton,OR 97005, 8.240 s Jun 8 2019 MiTek Industries,Inc Mon Jul 1 10:47:37 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-1 gNmATkXt1 td09yTPA2ECb_b3zNOtXYklftb7fz0Sfa 1-4-0 I 6-1-12 12-3-8 13-7-8 I........_-1-4-0 ......_ ...._..._.__. ..... ........ ......... 6112...... ----- ......... ......... -----{_---_ ......... . ...._....._. ----fi112 ....... ........__- --__.......... .....{.._. __.1-4-0_..............{ Scale:1/2"=1' 4x4 :-:- 3 4.0012 .......... 11 10 y 05 N 4 `5 o5 `, 7 g 2x4 I I e 4x8 :1 4x8 I I ' 1.____. ........_ 6-1-12___ ....._...__. ---- -_....._ 12-3-8 ....... 6-1-12 6-1-12 Plate Offsets(X Y)-- 12:0-0-10,0-1-131,14:0-0-9,0-1-131,160 0-0,0-1-131,180-0-0 0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.03 7 >999 240 MT20 220/195 (Roof Snow=25.0) 1 Lumber DOL 1.15 BC 0.22 Vert(CT) -0.08 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 6 n/a n/a BCLL Code IBC20151TPI2014 Matrix-AS Weight:43 lb FT=20% BCDL 10.0 0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. (lb/size) 8=599/0-3-8,6=599/0-3-8 Max Horz 8=27(LC 16) Max Uplift 8=-177(LC 8),6=-177(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-715/221,3-4=-715/221,2-8=-523/286,4-6=-523/286 BOT CHORD 7-8-96/611,6-7=-96/611 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 3-1-12,Exterior(2)3-1-12 to 9-1-12, Interior(1)9-1-12 to 10-7-8,Exterior(2)10-7-8 to 13-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. �� P R nnFF 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q v C 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide mac` G,N s/Q will fit between the bottom chord and any other members. k-,7 7)A plate rating reduction of 20%has been applied for the green lumber members. C? 4- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 89200PE 8=177,6=177. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. CC 4:26,-7,11., , OREGON NIx ,/ 14, 2-°,2?-AA. © Q`3- 4RRilL e' EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and property incorporate this design 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 ANSITTPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Sake 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply !David Weekley-SBI 1 R-7893A Roof K6325430 1785896 G03 1Cornmon 3 1 Job Reference.(optional)-_..._ ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:38 2019 Page 1 I D:UTgBgfltm40o000h28cJAJz1 f1 Y-Wsx90o19eK?UOJWfztZTkoXIPNjwc_rt_Jd8f5zOSf2 -1-4-0 6-1-12 12-1-4 I.. 1-4-0 6-1-12 5-11-8 Scale=1:21.5 4x6 3 4.00 112 .r 10 11 2 0 I I 1 d 7::. 2)(4 11 5 4x8 II 4x8 11 6-1-12_ - _........ _...._. ......... _._... ---_._.__.. _...__.__...._.....___.................................. 12-1.4 ................._.._.__............_......................_......_......__........._._..._....I _t_ ............1..4..... 6-1-12 5-11-8 Plate Offsets(X,Y)-- 12:0-0-10,0-1-131.14:0-0-9,0-1 13],[5:0-0-0,0-1-131 17:0-0-0,0-1-13] LOADING (psf)......... ......... TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 1dd PLATES GRIP (Roof Snow=25.0) ( Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.03 6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.09 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-AS Weight:40 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G REACTIONS. (lb/size) 7=597/0-3-8,5=490/0-5-8 Max Horz 7=36(LC 16) Max Uplift 7=-177(LC 8),5=-102(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-705/241,3-4=-701/237,2-7=-519/291,4-5=-409/198 BOT CHORD 6-7=-145/602,5-6=-145/602 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-4-0 to 1-8-0,Interior(1)1-8-0 to 3-1-12,Exterior(2)3-1-12 to 11-11-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. R D 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,�V PR OFF 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \`��G� Fn.0 will fit between the bottom chord and any other members. Gj 7Wro 7)A plate rating reduction of 20%has been applied for the green lumber members. C? 2 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) n '9 7=177,5=102. 4 - ti,,,,.. 89200 P E r 9)This truss design requires that a minimum of 7/16"structural wood sheathingbe applied directlyto the topchord and 1/2"gypsum 9 q PP sheetrock be applied directly to the bottom chord. .j/ / wi CC yL 41 OREGON 4/ A, "O q " 14, 20 Q4 MFR R 10- EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. la Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Rug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Corona.CA 92880 Job , Truss Truss Type 1Qty Ply David Weekley-SB11 R-7893A Roof K6325431 11785896 G04 Monopitch Girder 1 1 L__.... . ............ Job Reference(optional)......... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:39 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJzlf1Y-_3VXb8mnPe7LeT5sXb4iH?34ynyFLKO1CzMiBYzOSfY ---..___4-0-12 ._.__ ____. I ---6-6-0 4-0-12 2-5-4 2x4 II Scale=1:18.0 3 4.00 112 6x8 --- ...... ,ri' � � N 1 I 4x6 6 7 ...\............ i � , HUS28 4x12 I I /\:: HUS28 4 5x6 ==- HUS28 4-0-12........................................................_.._....._................................._._..............................._6-6-Q._............................................._i 4-0-12 2-5-4 Plate Offsets X,Y.-- 0:0-5-7,0-1-11 5:0-6-4.0-2-0 LOADING (psf)(p f) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.04 1-5 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.69 Vert(CT) -0.08 1-5 >873 180 BCLL 0.0 Rep Stress Incr NO WB 0.48 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-P I; 1 Weight:35 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins, BOT CHORD 2x8 DF SS except end verticals. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-5:2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=1870/0-5-8,4=2862/0-5-8 Max Horz 1=98(LC 24) Max Uplift 1=-369(LC 6),4=-572(LC 10) Max Gray 1=1875(LC 16),4=2885(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2877/550 BOT CHORD 1-5=-531/2675,4-5=-531/2675 WEBS 2-5=-406/2394,2-4=-3130/647 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 20D PR Q,F 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide '<('-‘�G'N�F0:oCO will fit between the bottom chord and any other members. Co 7 6)A plate rating reduction of 20%has been applied for the green lumber members. C? ffj 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) = Job Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof ' K6325432 1785896 KO1 jMONOPITCH 1 1 Job Reference(optional)........ ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:39 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJzlf1Y-_3VXb8mnPe7LeT5sXb4iH?33vn3JLRj1CzMiBYzOSfY 5-7-8 5-7-8 2x4 I Scale=1:16.7 2 3 4.00112 6 I „-- Il 5 1 3x4 ::::. 4 2x4 I I 5-7-8 1 5-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ude L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) 0.01 1-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(CT) -0.03 1-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 n/a n/a BCLL 0.0 Code IBC20151TPI2014 Matrix-P Weight:23 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS. (lb/size) 1=215/0-5-8,5=239/Mechanical Max Horz 1=89(LC 8) Max Uplift 1=-36(LC 8),5=-77(LC 8) Max Gray 1=218(LC 18),5=257(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. G o 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,5. 100 P R°Pe ``�GtNE`c�`S'/Q2 ° 89200PE /vr .)12 4,OREGON tcz- <0 qy 14, 2� P+ �FRRtLI.6 EXPIRES: 12-31-2019 July 1,2019 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not it a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII quality Criteria,DSS-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 ......... .. Job Truss Truss Type Qty Ply IDavid Weekley-SB11 R-7893A Roof e K6325433 1785896 K02 iMonopitch 2 1 j......... Job Reference(optional)......... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:40 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJzlf1V-SF3vpUnP9yFCFdg251bxgDcEwBNp4u3ARd6Fj_zOSfX I----- -1-0-0 I ....._....._ 5-7-8 -- ...{ 1-0-0 5-7-8 Scale=1:16.9 2x4 II 3 4 1 4.00 biz 1 N - 7 2 "" 1. ..„--- ] � 3x4 ::::: 5 2x4 II I ____. ---- ......... 5-7-8 5-7-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.03 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:24 lb FT 20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=303/0-5-8,6=229/Mechanical Max Horz 2=92(LC 8) Max Uplift 2=-101(LC 8),6=-73(LC 12) Max Gray 2=311(LC 19),6=258(LC 19) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 2-7-8,Exterior(2)2-7-8 to 5-7-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide D F� will fit between the bottom chord and any other members. QC 0 r Q - 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. ,G.3 -NGINE9 s/0 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb) ,N v f 7 2 2=101. 89200PE A ri y 'Cr ,ti OREGON zei <0 '.4" 14. 2 ‘''4i- 4,/ RR 4i- 4,/ RR RA_6 EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web andfor chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job , Truss Truss Type Qty Ply David Weekley-SB11 R-7893A Roof 1 K6325434 1785896 K03 MONOPITCH 1 1 IJob Reference(optional) ProBuild West, Beaverton,OR 97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Mon Jul 1 10:47:41 2019 Page 1 ID:UTgBgfLtm40o000h28cJAJz1 f1 Y-wRdHOgn 1 wFN3tnFEe?7AMQ9PPabOpLDJgHroGOzOSf W 5-7-8 ___-- -___.... ......... ......... __. -- I 5-7-8 2x4 I Scale=1:16.7 2 3 4.00 112 ....... 6 - \X 5x6 ::::: 4 2x4 II 5.7-8.................._.. 5-7-8 Plate Offsets(X Y). [1:0-0-0,0-2-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc l/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.01 1-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.03 1-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) -0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 . Code IBC2015/TP12014 Matrix-P Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 1=215/0-5-8,5=239/Mechanical Max Hoa 1=144(LC 31) Max Uplift 1=-449(LC 31),5=-77(LC 32) Max Gray 1=500(LC 52),5=257(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1051/988 BOT CHORD 1-5=-977/977 NOTES- 1)Wind:ASCE 7-10;Vult=135mph(3-second gust)Vasd=107mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide R R c will fit between the bottom chord and any other members. v) P Ore 6)A plate rating reduction of 20%has been applied for the green lumber members. �� • Gt N �� 7)Refer to girder(s)for truss to truss connections. N 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) 4. 1=449. 9)This truss has been designed for a total drag load of 200 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag ^92 OP r loads along bottom chord from 0-0-0 to 5-7-8 for 200.0 plf. OREGON�Ix &cc.' •4y 14, 2O + SERAO- EXPIRES: AO-EXPIRES: 12-31-2019 July 1,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 �- 3/4' Center plate on joint unless x,y dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property • offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. iiir,‘, Apply plates to both sides of truss 1 2 31. Additional stability bracing for truss system,e.g. • and fully embed teeth. or x-bracin diagonal • • TOP CHORDS g,is always required. See BCSI. 0-1/16" _1/16, 2. Truss bracing must be designed by an engineer.For 1011016 wide truss spacing,individual lateral braces themselves 0 amay require bracing,or alternative Tor I 0Op bracing should be considered. _■_� UO 3. Never exceed the design loading shown and never O d stack materials on inadequately braced trusses. F O 4. Provide copies of this truss design to the building c7-8 c6-7 cs-s For 4 x 2 orientation,locate F designer,erection supervisor,property owner and plates 0- ''g'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. i 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is theP late 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 in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified.by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. II Indicates location where bearings 16.Do not cut or alter truss member or plate without prior ©2012 MiT (supports)occur. Icons vary but ek®All Rights Reserved 1 approval of an engineer. tilig reaction section indicates joint 116111m611111 ill number where bearings occur. i 17.Install and load vertically unless indicated otherwise. ti Min size shown is for crushing only. 11111111111111 • 18.Use of green or treated lumber may pose unacceptable z I environmental,health or performance risks.Consult with project engineer before use. Industry Standards: • ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words •• Plate Connected Wood Truss Construction. WI and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, • NI ile I 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate •• Connected Wood Trusses. : MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015