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Plans rAs7-2x19-co 2•76--' ' b ; MIN 95f / airli &ele ce JUL 1 6 2019 M UICI �Y OF.E_CARD ING DIVISION! M�Tek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 1951938 David Weekley- SB12 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: K6343198 thru K6343213 My license renewal date for the state of Oregon is December 31,2019. ��ED PROFFss Z./co NGIN�F9 89200PE 9< 9 OREGON 1, /O qk 14, 20 P+ RRIL�- � July 5,2019 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. Job (Truss (Truss Type (Qty Ply David Weekley-SB12 1 ' K6343198 1951938 �A01 GABLE 1 1 '....... ....' .......... Job Reference foptionaft ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:29 2019 Page 1 ID:wlH_Oagjft6oyR1 DsbTLXZzymeZ-AeENRRO6EyUQmyghaia4LRfAFJ_snBSX4_tpgz?hHO 11:9-0-01 ,9�i 27-1 0 54-0-8 1 9 0 27-1-0 26-11-8 Scale=1:93.2 Conn.416(Ib) 21 222324 25 Sheet Front 20 �'4 `"t'`�:- 26 27 Full Sheathing gggg 18 19 -' 28 1 Ply 7/16"4x9 OSB T7 f -110------, 29, 16 cr k� a� : 30 14 I+ x� . 31 32 3x6 13 -i 4. 33 14 5.00 112 11 12:,;11: 411(1/-1 :i t 34 35 3x6 'l' I f t tt �. ( .1 fi 31 37 ,. F I11--e---_:::-..38 n I IIt ( 1 H ' to 41 4 4x6 II 11 1 11 .., as 2,'1 -1 i?- kd er - ••4r 'fY tt� ti 43! Y# YP --�tf It$ r 44 =x #r #i n 2 �' .1co �� t 1t -n 43 87 86 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 67 65 63646162 60 59 58 556 55 54 53 52 51 50 49 48 47 46 45 4x6 II 5x6 »,r. Conn.375(Ib) 3x6 54-0-8 54-0-8 Plate Offsets X,Y-- ( ) j2 0 0 12,0 1 13] [44 0 0 12 0-1 13j j45 0 0 0 0 1-13]j58 0-2-8,0-1-8],[74:0-0-0,0 1 13]j75:0-3-0,0 0 9] [75 0-1 13 0 0 OJ (87:0-0-0,0------ LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.01 1 n/r 90 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 23 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-R Weight:663 lb FT=10% 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*Except* WEBS 1 Row at midpt 22-67,24-65,21-68,20-69,19-70,18-71, 22-67,24-65,21-68,20-69,25-64,26-63:2x4 DF No.1&Btr G 17-72,16-73,25-64,26-63,27-62,28-61, 29-60,30-59 REACTIONS. All bearings 54-0-8. (Ib)- Max Horz 87=171(LC 16) Max Uplift All uplift 100 lb or less at joint(s)87,68,69,70,71,72,73,75,76, 77,78,79,80,81,82,83,84,85,86,64,63,62,61,60,59,57,56,55, 54,53,52,51,50,49,48,46 Max Gray All reactions 250 lb or less at joint(s)23,45,67,65,68,69,70,71, 72,73,75,76,77,78,79,80,81,82,83,84,85,86,64,63,62,61,60, 59,57,56,55,54,53,52,51,50,49,48,47,46 except 87=332(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-87=-284/176,16-17=-100/262,17-18=-108/284,18-19=-115/312,19-20=-122/346, 20-21=-131/383,21-22=-136/410,22-23=-131/414,23-24=-131/414,24-25=-136/410, 25-26=-131/383,26-27=-122/346,27-28=-115/312,28-29=-108/284,29-30=-100/262 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; ,Ep PROFF MWFRS(envelope)gable end zone and C-C Corner(3)-1-9-0 to 3-7-14,Exterior(2)3-7-14 to 21-8-2,Corner(3)21-8-2 to 32-5-0, -`w sc� Exterior(2)32-5-0 to 48-5-0,Corner(3)48-5-0 to 53-10-12 zone;cantilever left and right exposed;end vertical left and right .. �NG'NFFR c�/p exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 '- 1j 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 '9 Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. O 1 U J P E { 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 4)Unbalanced snow loads have been considered for this design. /.10.9. 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 --Al • OAP' non-concurrent with other live loads. 10 6)All plates are 2x4 MT20 unless otherwise indicated. OREGON tti� 7)All additional member connections shall be provided by others for forces as indicated. L- / &,V' A 8)Gable requires continuous bottom chord bearing. /O Y 14 20 P'�- 9)Gable studs spaced at 1-4-0 oc. `1 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ERR 1 LL 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 will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 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)87,68,69,70, July 5,2019 71,72,73,75,76,77,78,79,80,81,82,83,84,85,86,64,63,62,61,60,59,57,56,55,54,53,52,51,50,49,48,46. 11 A WARNING-Verity 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,not11111 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 BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 1 Corona,CA 92880 [Job Truss Truss Type TQty PlyDavid Weekle S812 K6343199 1951938 A02 COMMON 1 1 y I ...._I. Job Reference(optional) ProBuild West, Beaverton,OR 97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:30 2019 Page 1 ID:wIH_Oagjft6oyR1 DsbTLXZzymeZ-egolenPk?GcHO6Ft8P5JtfBD4OwFb5HcIkkQLGz?hHN 19-0 6-9-4 13-6-8 20-312 271-0 33-9-14 40-6-12 47-3-10 54-0-8 r1_�O.}.... 6-9 6-9 4 6-9 4 I s 9 4 fi b 14........ 6 8 14 ...._.. 6-8-14 1 6-8-14 { Scale=1:91.3 5x8 IIIII 7 3x6 = 26 27 3x6 6 8 28 ;-- 3x6 s 25 3x6 4x8 �, 5.00[12 � 9 4x8 2x4 V A 2x4 .. 24 / II `\� , 29 01 ;trhit ..: it ` } ['? ii ]07 0 17 30 31 16 32 33 15 34 35 14 36 37 13 4x4 = 8x8 = 8x8 ••••••••••• 4x4 .,-., 6x8 5x10 = 4x8 9-0-1.._...._._....................._-..............................._18-0-3........... ._._.._..._._...._._....................._27.-1-0_......................._..... 36-0-5 45-0-7 54-0-8 9-0-1 I 9-0-1 I- 9-0-13 {..__._..__.............._8-11-5............._....................}_..._.... ....._..........901 0 1..............._.........._.._....._.._............_.__.....__9-0 1..........._............_.__....I Plate Offsets(X,Y1- 12:0-0-4,0-1-11.112:0-0-0,0-2-21,114:0-4-0,04-8],[16:0-4-0,0-4-8j LOADING (psf) ( ) Plate GripDOL 1.15 TC 0.73 Vert LL -0.37 15-16 >999 240 TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in loc I/deft Lid PLATES GRIP (Roof Snow=25.0) MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.64 Vert(CT) -0.90 15-16 >722 180 BCLL 0.0 Rep Stress lncr YES 1 WB 0.61 Horz(CT) 0.23 12 n/a n/a BCDL 10.0 Code IBC2015/TP12014 1 Matrix-AS % Weight:319 lb FT=10 u LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied. 14-16:2x6 DF No.2 WEBS 1 Row at midpt 6-15,8-15 WEBS 2x4 DF Std G*Except* 6-15,7-15,8-15:2x4 DF No.1&Btr G WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 12=2268/0-4-0,2=2384/0-5-8 Max Horz 2=182(LC 12) Max Uplift 12=-224(LC 13),2=-261(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4780/492,3-5=-4537/479,5-6=-3892/490,6-7=-2983/467,7-8=-2982/467, 8-9=-3872/496,9-11=-4488/513,11-12=-4730/531 BOT CHORD 2-17=-546/4321,16-17=-414/3890,15-16=-269/3312,14-15=-243/3304,13-14=-327/3867, 12-13=427/4270 WEBS 3-17=-343/186,5-17=-31/401,5-16=-633/213,6-16=70/833,6-15=-1228/264, 7-15=-167/1877,8-15=-1241/264,8-14=-70/820,9-14=-621/213,9-13=-32/373, 11-13=-334/187 NOTES- c O P R QF 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; .c5;-' �i$'s MWFRS(envelope)gable end zone and C-C Exterior(2)-1-9-0 to 3-7-14,Interior(1)3-7-14 to 21-8-2,Exterior(2)21-8-2 to 32-5-14, ,GJ t j4�'INCFR /Q Interior(1)32-5-14 to 48-7-10,Exterior(2)48-7-10 to 54-0-8 zone;cantilever left and right exposed;end vertical left and right v 4. exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �/ '9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 89200PE 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. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cr 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 t) OREGON 4, will fit between the bottom chord and any other members,with BCDL=10.0psf. I- 4 y A,V' A 7)A plate rating reduction of 20%has been applied for the green lumber members. 2 tom# 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) /O/� �' O�`_ 12=224,2=261. iiiii R R'LA 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. EXPI RES: 12-31-2019 July 5,2019 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 I 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/TPl1 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 IDavidWeekley-SB12 K6343200 '1951938 A03 ROOF SPECIAL 5 1 e Job Reference(optional)- ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:32 2019 Page 1 ID:wlH_Oagjft6oyRlDsbTLXZzymeZ-aDwV3TR_Xts?dQOGFg8nz4HYUBcg3v?uD1DXQ9z?hHL 7-3-9 0-9-0+2-5-8 I 6-9-4 7-220,.._11-10-0 ---13-6-8 19-5-8 ..2973-1,2_, ----27-1-0 ---- 1 -_33-9-14 i 40-6-12 I 47-3-10-.- -.----r- --- 54-0.8 ... 1-9-0 2-5-8 4-3-12 0-4-i2 4-6-8 1-8-8 5-11-0 0-40-4 6-9-4 6-8-14 6-8-14 6-8-14 6-8-14 0-1-9 Scale=1:98.8 5x8 5.00 12 8 3x6 , 33 3x6 7 32 9 34 5x8 VVB- 3x6 =31 3x6 r. 6 -' 10 4x8 4x6 - 1 2x4 3 � 0 1 . 9-4 8 _.. .:. . .�i } .._ l _.. 1 ...vt a .. .... .._ rk, . --... 's+t' to•�o 2-5-8 22 71 0 18 17 15 14 16 l 9x12 MT18HS x4 5x10 36 1937 4x6 38 6x8 4x8 ..... 39 408x8 :._rr 41 42 4 g 3 �2 4x4 6x8 ::�:� 7214''MT18HS 4x6 II 3x6 II 5x10 II VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. 2-5-8 7-3-9 9-0-1 11-10-018-0-3 19-5-8 27-1-0 36-0-5 45-0-7 54-0-8 }... _...._ 2-5-8 4-10-1 11-8-9 2-9-15 6-2-3 1-5-5 7-7-8 8-11-5 9-0-1 ._..__.- 9-0-1 Plate Offsets(X,Y)-- [2:0-0-0,0-11-6],[2:0-1-13,0-3-9],[3:0-1-14,0-0-8],[6:0-2-4,0-1-8],[13:0-0-0,0-2-2],[15:0-4-0,0-4-8],[19:0-4-14,0-0-14],[20:0-4-2,0-0-0],[21:0-1-8,0-2-0], .....................................................122.0-6:P,040]-......_.. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.41 16-18 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.65 Vert(CT) -1.00 16-18 >652 180 MT18HS 220/195 BOLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.34 13 n/a n/a Code IBC2015/TP12014 i Matrix AS Weight:346 lb FT=10% BCDL 10.0 ........ 1 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 DF 2400F 2.0E*Except* BOT CHORD Rigid ceiling directly applied. 17-20,2-22:2x8 DF SS,2-23:2x6 DF No.2 WEBS 1 Row at midpt 7-16,9-16 WEBS 2x4 DF Std G*Except* 8-16,7-16,9-16:2x4 OF No.1&BtrG OTHERS 2x4 DF Std G WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 13=2268/0-4-0,2=2384/0-5-8 Max Horz 2=182(LC 12) Max Uplift 13=-224(LC 13),2=-260(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6633/705,3-4=-6437/734,4-6=-5515/566,6-7=-3872/488,7-8=-2985/468, 8-9=-2984/468,9-10=-3872/496,10-12=-4487/513,12-13=-4730/531 BOT CHORD 21-22=-679/5399,18-21=-447/4135,16-18=-268/3309,15-16=-243/3305, 14-15=-327/3867,13-14=-427/4270,2-22=-777/6006 WEBS 8-16=-168/1861,6-18=-1048/264,7-18=-66/786,7-16=-1221/261,9-16=-1242/263, 9-15=-69/821,10-15=-620/213,6-21=-140/1352,4-21=-566/207,10-14=-33/372, 12-14=-334/187,3-22=0/300,4-22=-117/628 ��,i\o) P R ores NOTES- \CO �Nc3 t N E�cR /O 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; C? ?j MWFRS(envelope)gable end zone and C-C Exterior(2)-1-9-0 to 3-7-14,Interior(1)3-7-14 to 21-8-2,Exterior(2)21-8-2 to 32-5-14, n y Interior(1)32-5-14 to 48-7-10,Exterior(2)48-7-10 to 54-0-8 zone;cantilever left and right exposed;end vertical left and right • 200 P E V- 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=1.20 /'' 3)Unbalanced snow loads have been considered for this design. ill 4/2P' 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 O tr non-concurrent with other live loads. -Y- "OREGON 4:, 5)All plates are MT20 plates unless otherwise indicated. l- ,i_•+7 +�Q` 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Q 9 r 14 2 A 7)*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 etl will fit between the bottom chord and any other members,with BCDL=10.0psf. F R`�_`- 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify EXPIRES: 12-31-2019 capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) July 5,2019 Contift3rr•ZI39n Sa2S(12 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-7473 rev.I W03/2015 BEFORE USE. ` t-- '� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not I I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" I 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 I 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-SB12 K6343200 1951938 A03 ROOF SPECIAL 5 1 :i..... i... 'Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:32 2019 Page 2 ID:wIH_Oagjft6oyRlDsbTLXZzymeZ-aDwV3TR_Xts?dQOGFg8nz4HYUBcg3v?uD1DXQ9z?hHL NOTES- 11)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. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 5111-7473 rev.10/03/2015 BEFORE USE. 1" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not j a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate 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 Job Truss Truss Type yp Qty Ply David Weekley SB12 K6343201 1951938 A04 ,ROOF SPECIAL 1 1 j r __.....,""""""" Job Reference(optional) J ProBuild West, Beaverton,OR-97005, 8.240 8 Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:33 2019 Page 1 I D:wlH_Oagjft6oyR1 DsbTLXZzymeZ-2PUuHpRcl B?sFazSpYfOVHpIBb_2oNp2Shy4ybz?hHK 7-3-9 1-9-012-5-8 6-9-4 7-2:10 11-10-0 3-6-8, 19-5 8 20 3-12 27-1-0 33-9-14 - 40-6-12 40-6-12 47-3-10 54-0-8 1-9-0 2 5-8....1 4-3-12.....0-4-T2 4-6-8 1-8-85-11-0 0-10 -4 6-9-4 6-8-14 }.....- 6-8-14 �......... 6-8-14 {._..___. 6-8-14 0-1-9 Scale=1:100.4 5x6 5.00 .12 8 rr- 3x6 3x6 �.. ;�` 9 35 3x6 .32 a- = \� 3x6 4x8 3x6 6 10 5 ; `:. A �. 11 7 4x6 - \� , / 5+ //,:: 4x6 - a - w 3 31 ;-k`,� '/ �� a 112 36 2 41 gi'.'_ 4 {' 2-5-8 23...............................................22..................21 37 2038 19 39 1817 40 41 16 42 43 15 14 4x4 = 5x10 II 4x6 = 6x8 8x8 = 4x6 3x4 4x6 a 9x12 MT18HS 4x8 ::::.. 3.63 112 8x12 "` 4x6 i 3x6 I 5x10 '1. VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. 2-5-8 7-3-9 -0-1,11-100f 18-0-3 1 -5-8 27-1-0 36-0-5 45-0-7.............................._......_49-2-0.._...............54-0-8._._._... F .._p... 1-5-51 7 7 8 8-11-5 { ......... ......9-0-1 I 4-1-9 l- 4-10-8 I 2-5-8 4-10-1 -8-9 2-9-15 6-2-3 Plate Offsets(X,Y)-- [2:0-0-0,0-9-13],[2:0-6-0,0-5-0],[3:0-1-14,0-0-8],[6:0-2-8,0-1-8],[12:0-3-0,0-1-12],[13:0-0-13,0-1-8],[16:0-4-0,0-4-8],[20:0-4-6,0-0-3],[21:0-4-6,0-0-10], ....__122:0-1-8,0 2-0],[23:0-5-8,0-4-8]..- LOADING (psf) 1SPACING- 2-0-0 CSI DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 i Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.30 19-22 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.57 Vert(CT) -0.72 19-22 >820 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.26 14 n/a n/a BCLL 0.0 * i Code IBC2015/TPI2014 Matrix-AS Weight:348 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x8 DF SS*Except* BOT CHORD Rigid ceiling directly applied. 13-16,2-24:2x6 DF No.2,16-18,20-23:2x6 DF 2400F 2.0E WEBS 1 Row at midpt 7-17,9-17,9-16,10-15 WEBS 2x4 OF Std G*Except* 8-17,7-17,9-17:2x4 DF No.1&Btr G WEDGE Right:2x4 SP No.3 REACTIONS. (lb/size) 2=2154/0-5-8,14=2498/0-5-8 Max Horz 2=182(LC 12) Max Uplift 2=-253(LC 12),14=-247(LC 13) Max Gray 2=2156(LC 19),14=2498(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5927/684,3-4=-5750/713,4-6=-4859/546,6-7=-3302/404,7-8=-2402/383, 8-9=-2401/383,9-10=-2709/327,10-12=-1844/200,12-13=-206/469 BOT CHORD 22-23=-660/4789,19-22=-431/3578,17-19=-252/2794,16-17=-114/2414, 15-16=-100/2307,14-15=-46/870,13-14=-352/229,2-23=-758/5365 WEBS 8-17=-112/1439,6-19=-1008/263,7-19=-65/791,7-17=-1226/261,9-17=-673/205, 10-16=0/324,6-22=-138/1274,4-22=-557/206,10-15=-1143/209,12-15=55/1264, 3-23=0/262,4-23=-117/609,12-14=-2569/358 -<<-?EQ P R QF- . NOTES- . J , GI NE��6'6>© 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; 1/ MWFRS(envelope)gable end zone and C-C Exterior(2)-1-9-0 to 3-7-14,Interior(1)3-7-14 to 21-8-2,Exterior(2)21-8-2 to 32-5-14, ��/ y`, Interior(1)32-5-14 to 48-7-10,Exterior(2)48-7-10 to 54-0-8 zone;cantilever left and right exposed;end vertical left and right 89200 P E 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=1.20 3)Unbalanced snow loads have been considered for this design. 4}r - �-• 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 O Cr non-concurrent with other live loads. 9AA__OREGON R 4/ 5)All plates are MT20 plates unless otherwise indicated. G "� N 1� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �O Y 14 2.0PT 7)*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,with BCDL=10.0psf. SFR R IIA- 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify EXPIRES: 12-31-2019 capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) July 5,2019 pant rf4a 472 AWARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-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 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-SB12 K6343201 1951938 IA04 ROOF SPECIAL 1 1 Job Reference(optional.) ProBuild West, Beaverton,OR 97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:34 2019 Page 2 I D:wlH_Oagjft6oyR1 DsbTLXZzymeZ-Wb1 GU8SE3V7jtjYeNFAF2VMwu?JHXg3BgLieV1 z?h HJ NOTES- 11)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. 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/TPl1 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. 1 Corona,CA 92880 Job Truss Truss Type !City Ply David Weekley-SB12 I K6343202 i 1951938 1A05 Common 11 1 Job Reference(optional)_ I ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:35 2019 Page 1 ID:wIH_Oagjft6oyRlDsbTLXZzymeZ-?nbeiUTsgoFaUt7rxzhUaiu03PZ7GMTLv?RB1Uz?hHI 1-9-0. 6-9-4 13-6-8 20-3-12 27-1-0 33- -14 40-6-12 47-3-10 4. 54-0-8 1-9-0 6-9-4 6-9-4 6-9-4 6-9-4 6-8-14 6-8-14 6-8-14 6-8-14 Scale=1:92.2 5x6 ::::- 7 . 3x6 21 ;--, r 22 3x6 6 '' 8 23 3x6 -20 ,�i �\ 3x6 3x8 l; ,- 5 y 5.00[12 � '� l 9 3x6 2x4 >- 1 .�., 0 4x6 1 ao1 2r Y faa fi { i443 .. d %Ti2 iw 6x8 = 18 25 26 17 27 28 16 29 30 15 31 32 14 13 4x8 l 4x4 8x8 :::_ 3x4 4x8 ::::.. 8x8 --- 4x6 ::::.. 9-0-1 18-0-3 36-0-5 45-0-7 i 48-11-454-0-8 I 9-0-1 9-0-1 } 18-0-3 } 9-0-1 ' 3-10-13 { 5-1-4 ! Plate Offsets(X,Y)— [2:0-1-10,0-0-11],[2:0-8-15,0-1-6],[2:Edge,0-3-8],[11:0-2-12,0-1-12],[12:0-0-12,0-7-7],[12:0-4-6,0-0-0],[12:0-0-6,0-0-14],[15:0-4-0,0-4-8],[17:0-4-0 ,0-4-8] LOADING (psf) , SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d 1 PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.24 16-17 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.58 16-17 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.62 Horz(CT) 0.17 13 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:323 lb FT=10% 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 or 10-0-0 oc bracing, Except: WEBS 2x4 DF Std G*Except* 6-0-0 oc bracing:12-13. 6-16,8-16,7-16:2x4 DF No.1&Btr G WEBS 1 Row at midpt 6-16,8-16,8-15,9-14 WEDGE Left:2x4 DF Std-G,Right:2x4 DF Std-G REACTIONS. (lb/size) 2=2159/0-5-8,13=2488/0-5-8 Max Horz 2=177(LC 16) Max Uplift 2=-257(LC 12),13=-247(LC 13) Max Gray 2=2162(LC 19),13=2488(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4200/451,3-5=-3973/433,5-6=-3261/399,6-7=-2377/375,7-8=-2376/375, 8-9=2712/325,9-11=-1846/200,11-12=-234/515 BOT CHORD 2-18=-512/3719,17-18=-386/3313,16-17=-244/2768,15-16=-102/2412,14-15=-91/2293, 13-14=-39/864,12-13=381/257 WEBS 5-18=-34/451,5-17=-636/209,6-17=-61/787,6-16=-1246/271,8-16=-716/216, 7-16=-131/1486,11-13=-2601/381,9-15=0/330,9-14=1133/209,11-14=-62/1278 Noyes- Q,Ep P R©FF S 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; NGtN�E�/p MWFRS(envelope)gable end zone and C-C Exterior(2)-1-9-0 to 3-7-14,Interior(1)3-7-14 to 21-8-2,Exterior(2)21-8-2 to 32-5-14, .. Interior(1)32-5-14 to 48-7-10,Exterior(2)48-7-10 to 54-0-8 zone;cantilever left and right exposed;end vertical left and right CJ /fj exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� 88200,.E 91� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 ._..• 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. A. j� . 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �wii (r 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 7' OREGON t(/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 7)A plate rating reduction of 20%has been applied for the green lumber members. /Q '41" 14 24�t4 P 4/... 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 44' p Qj 2=257,13=247. �R R 1 L\- EXPIRES: 12-31-2019 July 5,2019 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 pill 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 j 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 1 'Job Truss Truss Type `Qty Ply David Weekley-SB12 K6343203 1951938 A06 Common 4 1 ,.... i Job Reference(optional).. 1 ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:36 2019 Page 1 ID:wIH_Oagjft6oyRlDsbTLXZzymeZ-T_90vgUVb6NR61i1UgCj7wREnplq?myU8fBkZwz?hHH -1-9-0, 6-9-4 13-6-8 20-3-12 27-1-0 33-9-1440-6-12 47-3-10 54-0-8 1 1-9-0 6-9-4 6-9-4 6-9-4 6-9-4 6-8-14 6-8-14 6-8-14 6-8-14 Scale=1:92.2 5x6 ..... 7 3x6 ;21 '- 22 3x6 6 8 23 ,.._. 3x6 4x6 =20 . \\ 3x6 5.00 125 \\ 3x6 4 4 \\ 10 i 4x6 PI 12 2 mi p 1 t ILL ,- o o 4x6 18 25 26 17 27 28 16 29 30 15 31 32 14 13 4x8 '1 5x6 .... 8x8 =-: 8x8 ..rrr. 4x4 r.._.. 3x4 4x8 9-0-1 9-10-12 18-0-3 36-0-5 45-0-7 48-11-4 54-0-8 j..... 9-0-i 0 1 00 1..1 8-1 7 } 18-03 }...... 9-01 3-10-13 r 5-1-4 Plate Offsets(X,Y):- [2:0-0-0,0-1-11,15:0-2-0,0-1-121,[12:0-0-6,0-0-141[12:0-0-12,0-7-71112:0-4-10,0-0-0],[15:0-4-0,0-4-81[17:0-4-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.10 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.22 16-17 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.79 1 Horz(CT) 0.06 13 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH 1 Weight:322 lb FT=10/o BCDL _--...._.... 10.0 ._._. -I -- ......... o LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-9 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*Except* WEBS 1 Row at midpt 5-18,6-17,6-16,8-16 6-16,8-16,7-16:2x4 DF No.1&Btr G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 18=2698/0-5-8,13=1954/0-5-8 Max Horz 18=177(LC 16) Max Uplift 18=-320(LC 8),13=-233(LC 13) Max Gray 18=2701(LC 19),13=2068(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-588/989,3-5=-645/1358,5-6=-1085/159,6-7=-1373/236,7-8=-1464/219, 8-9=-1955/256,9-11=-1400/185,11-12=-236/524 BOT CHORD 2-18=-810/598,17-18=-214/431,16-17=-38/1097,15-16=0/1691,14-15=-70/1689, 13-14=-27/638,12-13=-389/258 WEBS 3-18=-512/216,5-18=-2490/570,5-17=-220/1131,6-17=-787/322,6-16=-67/280, 8-16=-815/220,7-16=-77/724,11-13=-2136/273,8-15=0/299,9-14=-814/126, 11-14=0/968 R NOTES- 1) cw MWF SASCE (envelope) gable20mph(3-second gust)end zone and C-C Exterior(2)5mph;-1-9-0 to 3-7-14 InterioCD 3 7-14 to 21-8 2 Exterior(2) B;Enclosed;o 32-5-14 ��- G PN O- / c p )gc ) ( ) c ) �5 OA F,9 O Interior(1)32-5-14 to 48-7-10,Exterior(2)48-7-10 to 54-0-8 zone;cantilever left and right exposed;end vertical left and right U 2 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 w "9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 892OOPE �' 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 11111,..0‘). .„........-Z-------..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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 7dt_OREGON 44, will fit between the bottom chord and any other members,with BCDL=10.Opsf. L- \V As 7)A plate rating reduction of 20%has been applied for the green lumber members. �lO y 1 4� 20 �� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Qj 18=320,13=233. 4f R RIO- EXPIRES: I`-- EXPIRES: 12-31-2019 July 5,2019 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 lTek` 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-SB12 K6343204 1951938 1A07 Common 3._ '__,Job Reference(optional).... ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:37 2019 Page 1 ID:wlH_Oagjft6oyR1 DsbTLXZzymeZ-xAjO7AU7MQVIkBHD2Njyf7_QmCNMkGJdMJwI5Mz?hHG 1-9-0 6-94 13-6-8 i 20-3-12 ___-I 27-1-0 33-9-14 406-12 47-3-10 54-0-8 F1901...... .6-9-4 _ 6-9-4 r- 6-9-4 "----- &9-4 ----I -_.6-8-14 -----t --6-8-14 _____-- —6-8-14 ____ 6-8-14_________ _______. Scale=1:92.2 5x6 7 3x6 -'21 -- 1 22 8 623 1 i 3x6 4x6 20 4 3x6 5.00 112 s:3' ;- � 3 �� 10 a 2x4 'r I z s ' �x6 : 17/ I ‘FE, 24 0 , . `PP12 °4 d✓ 4x6 = 8 25 26 17 27 28 29 30 15 31 32 14 13 4x8 II 16 4x6 :::.. 8x8 ::-_ 4x8 - 8x8 = 4x6 7., 2x4 1, 9-10-12 18-0-3 27-1-0 36-0-5 .. .............._..........._.._................._45-0.7._................................._, 47-11-44-tta 54-0-8 i'................................__9-10.12........................_...-....._......_._.......................8=1=__.._.........._..............L........._........................9-0-13.............-..._......................_........................._8-1{_5........... I 9-01 �....2-10.13...._0-0r.................5_' ................._ -4 Plate Offsets(X,YE- 12:0-0-0,0-1 11,[5 0-2-4,0-1-12],j12:0-0-6,0-0-14],[12:0-0-12,0 7-7],.,[12:0-4-10,0-0-0],[15:0-4-0,0-4-8],117:0-4-0,0-4-81,j18 0 2 0,0-2-0]- LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/defl Lid I PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.09 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.42 Vert(CT) -0.21 16-17 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.05 13 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-RH r Weight:322 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF Not&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Std G*Except* WEBS 1 Row at midpt 6-17,5-18,6-16,8-16,8-15,9-14 6-16,8-16,7-16:2x4 DF No.1&BtrG WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 18=2642/0-5-8,13=2010/0-5-8 Max Horz 18=177(LC 12) Max Uplift 18=-320(LC 8),13=-240(LC 13) Max Gray 18=2663(LC 19),13=2127(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-588/989,3-5=-645/1358,5-6=-1022/151,6-7=-1284/225,7-8=-1374/208, 8-9=-1754/232,9-11=-886/124,11-12=-262/567 BOT CHORD 2-18=-811/598,17-18=-227/437,16-17=-37/1042,15-16=0/1539,14-15=-35/1403, 12-13=-427/282 WEBS 5-17=-213/1105,6-17=-765/316,3-18=-512/216,5-18=-2444/559,6-16=-63/251, 8-16=-695/207,7-16=-69/655,11-13=-1968/253,9-15=0/270,9-14=-1147/181, 11-14=-14/1262 NOTES- o. O P R Opt- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; ((, Cts MWFRS(envelope)gable end zone and C-C Exterior(2)-1-9-0 to 3-7-14,Interior(1)3-7-14 to 21-8-2,Exterior(2)21-8-2 to 32-5-14, .CJ !NGINFFR 4- Interior(1)32-5-14 to 48-7-10,Exterior(2)48-7-10 to 54-0-8 zone;cantilever left and right exposed;end vertical left and right C7 v j exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 "9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 89200P E 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 overhangsnon-concurrent with other live loads. - `4///Pe........„--Z---------- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S Q 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 9.4 OREGON <U will fit between the bottom chord and any other members,with BCDL=10.Opsf. \� 7)A plate rating reduction of 20%has been applied for the green lumber members. �O '9Y 14, 20 a4 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 18=320,13=240. ��R R 10- V EXPI 0- EXPI RES: 12-31-2019 July 5,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111111 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 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 Ply1Ply IDavid Weekley-S812 I 1 K6343205 11951938 • A08 Common 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:38 2019 Page 1 I D:wI H_Oagjft6oyR 1 DsbTLXZzymeZ-PMHmKW VI7jd9LLsQc5FBCLWbQchQTfPn bzgreoz?hHF -1-9-0 6-9-4 13-6-8 20-3-12 27-1-0 33-9-14 40-6-12 47-3-10 54-2-0 56-11-0 1-9-0 6-9-4 6-9-4 6-9-4 6-9-4 6-8-14 6-8-14 6-8-14 6-10-6 1-9-0 Scale=1:92.5 5x6 . 7 3x6 %23 2410x10 22 6 25 / Jti 3x6 3x 3x6 ' ' 5 • 500 X12 �� " 10 a 4 P, I 2x4 �l ;+ 9� t, �� ,_ 2x4 3 21 Il \\ ' 26 � V A 12 141 o ITd 4x8 .:::: 20 27 28 19 29 30 18 31 17 16 15 32 33 14 4x6 4x4 7, 8x8 5x8 =:'- 3x4 I i 8x8 `-- 4x4 9-0-1 18-0-3 27-1-0 33-5-4 36-0-5 45-0-7 54-2-0 L.... {. 1 9-0-1 9-0-1 9-0-13 6-4-4 2-7-1 9-0-1 9-1-9 Plate Offsets X,Y— 12:0-0-0,0-0-13],18:0-5-0,0-2-4 12:0-0-0,0-0-13, 15:0-0-0,0-2-121,__116:0-3-4,0-4-8],_[18:0-1-12,0-2-8],_[19:0-4-0,0-4-8]___________________________________________________________,___. 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 0.71 Vert(LL) -0.11 19-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.26 19-20 >999 180 TCDL 7.0 Rep Stress Incr YES ' WB 0.86 Horz(CT) 0.04 17 n/a n/a BOLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:331 lb FT=10% BCDL 10.0 ........ ; LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins. BOT CHORD 2x6 DF No.2 80T CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 6-18,7-18,8-17 6-18,7-18,8-18:2x4 DF No.1&Btr G REACTIONS. (lb/size) 2=1291/0-5-8,17=2860/0-5-8,12=615/0-5-8 Max Horz 2=-171(LC 13) Max Uplift 2=-189(LC 12),17=-195(LC 13),12=-142(LC 13) Max Gray 2=1397(LC 19),17=2860(LC 1),12=719(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2430/296,3-5=-2182/276,5-6=-1373/207,6-7=394/178,7-8=-274/177, 8-9=-46/765,9-11=-594/165,11-12=-865/187 BOT CHORD 2-20=-365/2121,19-20=-228/1600,18-19=-83/1013,17-18=-915/219,16-17=-766/203, 14-16=-384/140,12-14=-95/707 WEBS 5-19=-690/214,6-19=-64/848,3-20=-316/181,5-20=-44/556,6-18=-1311/274, 7-18=-314/23,8-18=-146/1723,8-17=-2635/293,8-16=-75/612,9-16=-751/212, 9-14=-48/685,11-14=-400/189 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; ❑p MWFRS(envelope)gable end zone and C-C Exterior(2)-1-9-0 to 3-8-0,Interior(1)3-8-0 to 21-8-0,Exterior(2)21-8-0 to 32-6-0, ,(gyp PR Qrr Interior(1)32-6-0 to 50-6-0,Exterior(2)50-6-0 to 55-11-0 zone;cantilever left and right exposed;end vertical left and right c(, NGiN SFR /O exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Cj �� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 c,'. ?i 3)Unbalanced snow loads have been considered for this design. ,_44./ 89200 P E -7 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-concurrentis trussaswn other live lfor a 1 j 5)This truss has been designed fora 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 will fit between the bottom chord and any other members,with BCDL=10.0psf. 0 Cr 7)A plate rating reduction of 20%has been applied for the green lumber members. '17 OREGON 4(/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 47.0•+74/1„, ��` 11 2=189,17=195,12=142. 4,2.0 -.\- /11 - EXPIRES: 12-31-2019 July 5,2019 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 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,emotion and bracing of trusses and truss systems,see ANSI/TPM 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-SB12 I K6343206 11951938 'A09 Common 9 1 ' • 'Job Reference(optional) I ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc.,:..,W,::ed Jul131 18:58:39 2019 Page 1 ID:wIH_Oagjft6oyR1 DsbTLXZzymeZ-tZr9XsWNu110zVRcAomQIY3mA01 mC6cwgdPOAFz?h HE 1-9-0. 6-9-4 13-6-8 20-3-12 27-1-0 33-9-14 40-6-12 47-3-10 54-0-6 1-9-0 6-9-4 6-9-4 6-9-4 6-9-4 6-8-14 6-8-14 6-8-14 6-8-12 Scale=1:92.1 5x6 7 i 22 10X10 I 3x6 %21 6 8 23 3x6 =20 �� l 1 • r� - 3x6 3x6 -- 5 ,' (, Ii 5.00 12 - -/ I, , , ,,III \ 10 2x4 ,'y /i' +I \, 2x4 19 ' Ay 2 \v 12 1C/ __.. _.__. .._.: 4.1.--.::: --_. --- . �1��. .::� .�.fEr :::�+ - �� .-:::: '41,- - er .... ._ \� .o 4x6 18 25 26 17 27 28 16 29 15 14 30 31 13 5x6 4x4 --- 8x8 yr, 5x8 3x4 II 8x8 4x4 9-0-1 18-0-3 27-1-0 33-5-4 36-0-5 , 45-0-7 54-0-6__,_..............._...._..___, 90-1 0 1 _........... +......_.. 9-01 - ._........ 9-0-13. 644 2 7 1 ,..... 9-0 1 I .....__ 8-11-15 Plate Offsets(X Y)- 12:0-0-0,0-0-14[80-4-12,0-2-0],.112:0-0-5,0-0-13],[12:0-0-1.1,0-7-51[12:0-3-8,0-0-14],114:0-4-0,0-4-8],[16:0-1-12,0-2-81,117:0-4-0,0 4 8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.11 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.26 17-18 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.86 Horz(CT) 0.04 15 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:329 lb FT=10% BCDL._.._._...._ 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-9 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*Except* WEBS 1 Row at midpt 6-16,7-16,8-15 6-16,8-16,7-16:2x4 DF No.1&Btr G WEDGE Right:2x4 DF Std-G REACTIONS. (lb/size) 2=1288/0-5-8,12=479/Mechanical,15=2874/0-5-8 Max Harz 2=177(LC 16) Max Uplift 2=-188(LC 12),12=-98(LC 13),15=-203(LC 13) Max Gray 2=1388(LC 19),12=584(LC 20),15=2874(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2408/294,3-5=-2159/274,5-6=-1349/205,6-7-382/164,7-8=-265/164, 8-9-49/775,9-11=-614/166,11-12=-887/189 BOT CHORD 2-18=-370/2101,17-18=-233/1578,16-17=-88/991,15-16=-925/222,14-15=-776/205, 13-14=-379/136,12-13=-110/730 WEBS 3-18=-316/182,5-18=-44/556,5-17=-690/214,6-17=-64/849,6-16=-1289/274, 8-16=-148/1705,7-16-320/33,8-15=-2644/311,8-14=-76/614,9-14=-765/217, 9-13=-58/716,11-13=-408/192 NOTES- CEO P R Ore S 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; �{, c� MWFRS(envelope)gable end zone and C-C Exterior(2)-1-9-0 to 3-7-13,Interior(1)3-7-13 to 21-8-3,Exterior(2)21-8-3 to 32-5-13, ,Gj �NG1NE fig /� Interior(1)32-5-13 to 48-6-13,Exterior(2)48-6-13 to 53-11-10 zone;cantilever left and right exposed;end vertical left and right Cr 2 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 kf -7 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category H;Exp B;Fully Exp.;Ct=1.20 C :92 OP r" 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 overhangsAile .. 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. Cr 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 y OREGON �(/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 1- Nt` A o 7)A plate rating reduction of 20%has been applied for the green lumber members. '�� ' 14, 22 4 8)Refer to girder(s)for truss to truss connections. p 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)12 except(jt=lb) F& R I"_\- 2=188,15=203. EXPI RES: 12-31-2019 July 5,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ' ',. a truss system.Before use,the building designer must verify the applicability of design parameters and properly 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 l;� 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/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-SB12 IK6343207 1951938 ,, A10 GABLE h.. 1 ! _ Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:44 2019 Page 1 I D:wlH_Oagjft6oyR1 DsbTLXZzymeZ-EWe2bZa WiZN13GJZyLLbScmkS1 rVtZvfzv79rSz?hH9 -1-9-0 27-1-0 54-0-6 I1 I 1-9-0' 27-1-0 26-11-6 Scale=1:93.2 Conn.416(1b) 5.00 121 21 222324 25 Sheet Back 19 20 0r 1 11 i�, 26 Full Sheathing 18 27 x t 28 1 Ply7/16"4x9OSB 16 --,2)r 1= 1I j 1 1 i 29 30 31 14 .1 32 3x6 13 ! ! 33 I• 12 p 1. 34 3x6 •10 11 1.„-.1-1ii 1 I t ,. 1 ! �.__. 35 36 8 9 �'1 A.' , i'. j j j if M. '. ,-11,1,1 r'i I ' k ( 1 j 1I 37 6 7 x k @ j xt._38 1 • j gk I ''''r_. 684 -.-1 11. + }HE',1 i 1 j j jx'9 40 41 3 1 '! ! .--v:,42 4x6 { 2 � 43 C41 #, i ter) - r - --� t) -tl' 6 -gid �x tr u� J tl 'r- i 44 ao 87 86 85 84 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 67 665 636461 62 60 59 58556 55 54 53 52 51 50 49 48 47 46 45 4x6 'i'. Conn.375(1b) 5x6 3x6 -- 54-0-6 54-0-6 Plate Offsets(X,Y)- ._._12:0-0-12,0-1-13],[44 0 0 12,0-1-131,[45:0-0-0,0-1-131[58:0-2 10 0-1-8],[74:0-0-0,0-1-131,j75:0-3-0,0-0-9],[75:0-1-13,0-0-01[87 0-0 0 0 1.13] TCLL (psf) 25) SPLumCINber D L 20 1.15 BCI 0.07..... 1/. _.... A.... Plate GripDOL 1.15 TC 0.29 LOADING DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0 Vert(LL) 0.01 1 n/r 90 MT20 220/195 TCDL 7.0Vert(CT) 0.00 1 n/r 120 1 BCLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(CT) 0.01 23 n/a n/a j BCDL 10.0 Code IBC2015/TP12014 Matrix-R Weight:663 lb FT=10% 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*Except* WEBS 1 Row at midpt 22-67,24-65,21-68,20-69,19-70,18-71, 22-67,24-65,21-68,20-69,25-64,26-63:2x4 DF No.1&Btr G 17-72,16-73,25-64,26-63,27-62,28-61, 29-60,30-59 REACTIONS. All bearings 54-0-6. (Ib)- Max Horz 87=171(LC 16) Max Uplift All uplift 100 lb or less at joint(s)87,68,69,70,71,72,73,75,76, 77,78,79,80,81,82,83,84,85,86,64,63,62,61,60,59,57,56,55, 54,53,52,51,50,49,48,46 Max Gray All reactions 250 lb or less at joint(s)23,45,67,65,68,69,70,71, 72,73,75,76,77,78,79,80,81,82,83,84,85,86,64,63,62,61,60, 59,57,56,55,54,53,52,51,50,49,48,47,46 except 87=332(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-87=-284/176,16-17=-100/262,17-18=-108/284,18-19=-115/312,19-20=-123/346, 20-21=-131/384,21-22=-136/411,22-23=-131/414,23-24=-131/414,24-25=-136/411, 25-26=-131/384,26-27=-123/346,27-28=-115/312,28-29=-108/284,29-30=-100/262 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; ,i,,,' 0 PRQFF cS' MWFRS(envelope)gable end zone and C-C Corner(3)-1-9-0 to 3-7-13,Exterior(2)3-7-13 to 21-8-3,Corner(3)21-8-3 to 32-5-0, <(, cS Exterior(2)32-5-0 to 48-5-0,Corner(3)48-5-0 to 53-10-10 zone;cantilever left and right exposed;end vertical left and right �Gj !NG t i' � /p exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 V �j 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 ��/ -9C� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. *920ijr 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 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 '� . APP- non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. OREGON 7)All additional member connections shall be provided by others for forces as indicated. 7G t` #� 8)Gable requires continuous bottom chord bearing. /^ '9Y j 4, 2-°\ 4 9)Gable studs spaced at 1-4-0 oc. v 4 ';a110)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C R RIO- 11) `l„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. EXPIRES: 12-31-2019 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)87,68,69,70, July 5,2019 71,72,73,75,76,77,78,79,80,81,82,83,84,85,86,64,63,62,61,60,59,57,56,55,54,53,52,51,50,49,48,46. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MI TEK 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 MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the i fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,OSB-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-SB12 K6343208 j 1951938 B01 [GABLE 1 1 Job Reference(optional) J ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:46 2019 Page 1 ID:wlH_Oagjft6oyRlDsbTLXZzymeZ-Avmo?FbmEBdOJaTy4mO3X1s2vrR7LSuyRDcGwLz?hH7 23-3-12 1-0-0, 7-9-4 .,........ 21-11-10 _........ 22,5/0i 26-6-5 31-1-0 1......... ........ .........: 0.0' __--7-9-4 14-2-6 0-5 3-2-9 4-6-11 4x4 0-10-12 Scale=1:67.5 14 Sheet Front Option 12-9-0 13 '>. 15 Left 0 P ,{ 1 Ply 7/16"4x9OSB a12, I. ;::^x.16 42 8.00 112 , 11 - p 17 10 . t i!i;,., 18 3x6 19 tcl 8 v� 4 j 4x8 C 3x6 6I I 020 3x4 4 5 n 1 }-0,45,--- a \� i1 43 3x4 21 38 8x8 2 362 LIS :::: ::: '�i�-// _.. ......... .........._ �:: - .1 lc'? 1. Io 3x411 .., .._,... __..._. _,_. ...___. .._, _........... 24 23 4x6 i', 33 32 31 30 29 28 27 26 25 3x6 3x8 7-9-4 12-9-0......................... 15-6-8 21-11-10 3-31 311-0 j........_.................................7 9 ............................................1...........__......41.1 12 2 9$.._........f................................s 5 Z..............__.................' _z......................_...._..._.........7 9 _ I -4 -4 Plate Offsets(X,Y)-- [2:0-1-15,0-0-2],[2:1-9-12,0-1-8],[19:0-2-12,0-1-8],[22:0-3-1,0-2-2],[34:0-1-1,0-1-9],[35:0-1-1,0-1-9],[36:0-1-1,0-1-9],[37:0-1-1,0-1-9],[38:0-1-1,0-1-9], [39:0-1-1,0-1-9] LOADING (psf) ( ) ........ SPACING- 2-0-0 CSI. DEFL. in loc I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.10 23-25 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.30 23-25 >745 180 TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.03 22 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight 378 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 13-35,12-36 19-25:2x6 DF No.2 JOINTS 1 Brace atJt(s):34,37 OTHERS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-5-13 REACTIONS. All bearings 13-4-0 except(jt=length)22=0-3-8. (Ib)- Max Horz 2=230(LC 7) Max Uplift All uplift 100 lb or less at joint(s)2,27,28,29,30,31,32,33,22 except 26=-532(LC 3) Max Gray All reactions 250 lb or less at joint(s)27,28,29,30,31,32,33 except 2=250(LC 20),25=1048(LC 3),22=824(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-302/175,19-20=-883/75,20-22=-1125/108 BOT CHORD 2-33=-147/269,32-33=-147/269,31-32=-147/269,30-31=-147/269,29-30=-147/269, 28-29=-147/269,27-28=-147/269,26-27=-147/269,25-26=-147/269,23-25=0/807, 22-23=-19/862 WEBS 25-36=-923/267,35-36=-865/255,34-35=-846/240,34-40=-863/289,37-40=-708/211, p 37-38=-693/198,38-39=-649/170,19-39=-688/193,19-23=-8/436 t��o P R()Pet�r,S NOTES- �Gj GNGtiNE�7 /O 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat II;Exp B;Enclosed; C7 ?j MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-2-8,Interior(1)2-2-8 to 12-5-3,Exterior(2)12-5-3 to 18-7-13, �/ 3� Interior(1)18-7-13 to 27-11-11,Exterior(2)27-11-11 to 31-1-0 zone;cantilever left and right exposed;end vertical left and right 8920QP . 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 gallIPP °. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. "tt— AP • 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 Cs 1:r 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 overhangspG OREGON /.0 non-concurrent with other live loads. N A. 5)All plates are 2x4 MT20 unless otherwise indicated. <O 4 y j 2 4 6)Gable studs spaced at 1-4-0 oc. /�� ` Qj 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R1311.-k- 8) R`L 8)`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. EXPIRES: 12-31-2019 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,27,28,29,30, July 5,2019 31,32,33,22 except(it=lb)26=532. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek9i 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 MIT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the I 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-SB12 K6343209 1951938 �C01 GABLE I1 1 1. Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:48 2019 Page 1 ID:wlH_Oagjft6oyR1 DsbTLXZzymeZ-61uYQxdOmotkYtdLBBQXcSxSHeAFpKsFuX5N_Dz?hH5 -1-0-0 4-7-0 9-2-0 13-9-0 18-4-0 1-0-0 4-7-0 4-7-0 4-7-0 4-7-0 4x4 -•.,• Scale=1:41.7 9 Sheet Front , Full Sheathing 8 ,'- --t--i 10 1 Ply 7/16"4x9 OSB 7 a 11 8.00 12 40 , :...-.,7,,, . • 6 � i { 12 5 28 i. } 31, ` 13 ."l i, 42 A 3x4 12 [ 30 ( 14 3x4 3 " �� I � x ,1 : 15 16 qI �� to > .....,..r 25 24 23 22 21 20 19 18 17 3x6 I I 3x8 .._- 3x6 11 -. -......_9-2-0 ...__. ......... ......... .......... ........ ......... 18-4-0._...... __._ 9-2-0 f 9-2-0 I Plate Offsets(p07.........12:0-2-9,0-0-101116:0-2-11,0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 (Roof Snow=25.0) Plate Grip DOL 1.15 I TC 0.11 Vert(LL) -0.03 22 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 I BC 0.21 Vert(CT) -0.07 22 >999 180 BCLL 0.0 Rep Stress Incr YES j WB 0.22 Horz(CT) 0.02 16 n/a n/a Code IBC2015/TPI2014 1 Matrix-MSWeight.200 lb FT=10% 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 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G JOINTS 1 Brace at Jt(s):27,30 OTHERS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-6-0,Right 2x4 DF Std-G 2-6-0 REACTIONS. (lb/size) 2=836/0-5-8,16=768/0-5-8 Max Horz 2=138(LC 9) Max Uplift 2=-86(LC 10),16=-66(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-996/97,4-5=-983/127,5-6=-896/127,6-7=-748/106,7-8=-701/142,8-9=-658/155, 9-10=-659/155,10-11=-701/142,11-12=-749/107,12-13=-900/132,13-14=-990/136, 14-16=-985/101 BOT CHORD 2-25=-109/801,24-25=-109/801,23-24=-109/801,22-23=-109/801,21-22=-109/801, 20-21=-48/808,19-20=-48/808,18-19=-48/808,17-18=-48/808,16-17=-48/808 WEBS 9-21=-98/499,21-29=-320/134,29-30=-315/124,30-31=-312/127,12-31=-288/126, 6-28=-279/122,27-28=-303/123,26-27=-307/121,21-26=-312/131 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;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 6-2-0,Exterior(2)6-2-0 to 12-2-0, c „so P R©FF Interior(1)12-2-0 to 15-4-0,Exterior(2)15-4-0 to 18-4-0 zone;cantilever left and right exposed;end vertical left and right `� w`G1NF��'61 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 . o, 7 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 C? ?- Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ' 9 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.20 c :92 OP <" 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. 6)Gable studs spaced at 1-4-0 oc. Q Q 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A_OREGON 8)*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 p4- '+741 y ZO\ht 'SI. will fit between the bottom chord and any other members. Q 1 4 9)A plate rating reduction of 20%has been applied for the green lumber members. S c?) 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,16 c.viii RIO- EXPIRES: i}EXPIRES: 12-31-2019 July 5,2019 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/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle 1 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-SB12 K6343210 1951938 DO1 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:49 2019 Page 1 ID:wlH_Oagjft6oyRlDsbTLXZzymeZ-aURxeHefX60bA1CXIvxm9fUco2ZHYp4P7BgwWgz?hH4 -1-4-89-6-0 19-0-0 i 20-4-8 , 1-4-8 9-6-0 9-6-0 1-4-8 4x4 Scale=1:44.8 9 Sheet Front `-Y Full Sheathing ; 10 1 Ply 7/16"4x9 OSB 8 i, a 11 1 8.00 112 '� ' 12 9 5 '..,•'..,,!'.4.,•>'/..,'., 13 4 15 3x6 ZtI cd - a., r- i I}' '{�' } i �' I }1 `}'l r'� 17 f o d1 .:'.:?'1.:,''''' ''.:::::.'':::,:,'- ';`,,'" . .- -.. . k? „ ,.. . .- 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x6 1' 19-0-0 19-0-0 ... LOADING (psf) _. ........ 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 0.19 Vert(LL) 0.01 17 n/r 90 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 1 Vert(CT) 0.00 17 n/r 120 BCLL 0.0 Rep Stress!nor YES WB 0.09 Horz(CT) 0.00 18 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-R I Weight:200 lb FT=10% I 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 19-0-0. (Ib)- Max Horz 32=-166(LC 8) 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)25,26,27,28,29,30,31,24,23,22,21,20,19 except 32=258(LC 16),18=258(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-4-8 to 1-6-0,Exterior(2)1-6-0 to 6-6-0,Corner(3)6-6-0 to 12-6-0, Exterior(2)12-6-0 to 17-4-8,Corner(3)17-4-8 to 20-4-8 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=1.20 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 n non-concurrent with other live loads. n0D P R°Pe 5)All plates are 2x4 MT20 unless otherwise indicated. ,�f( `N�1N�rC��/p 6)Gable requires continuous bottom chord bearing. �GJ C 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). k/� 1 8)Gable studs spaced at 1-4-0 oc. CC- 89200PE r- 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 • 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)32,18,26,27, ir 28,29,30,31,24,23,22,21,20,19. y OREGON G(1 '7.0 4y 14, 2°�p-�� /11FRR10- EXPI RES: 12-31-2019 July 5,2019 A,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IIIIIIDesign 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 '�....I , building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component j 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 TQty 'Ply David Weekley-SB12 K6343211 1951938 D02 Common Girder 11 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jun 8 2019 MiTek Industries,Inc. Wed Jul 3 18:58:50 2019 Page 1 ID:wlH Oagjft6oyRlDsbTLXZzymeZ-2g?JrdfHIP8SnBmjJcS?htOdCSnbH5fYMraU36z?hH3 4-9-0 9-6-0 14-3-0 19-0-0 4-9-0 4-9-0 ! 4-9-0 4-9-0 4x8 11 Scale=1:44.8 3 8.00j12 �- 3x6 - 3x6 2 9 ti \ T ill.... 4 11 1.. -0 9 10811 12 137 14 15 16 17 5x12 LUS24 3x8 ',I LUS24 8x8 LUS24 LUS24 3x8 II LUS24 5x12 LUS24 LUS24 LUS24 LUS24 4-9-0 9-6-0 14-3-0 19-0-0 L........._......__..._.._._._.4 90 _...._..._.........................._!......._..................._.........4 9-0....................._._.......__...+...................._._.. ..490 9 O_............._....._..............._!..............._.....................4 9-0._.._..._.__._....._.........._.j Plate Offsets(X,Y)— 11:Edge,0-1 14] [2:0-1-12,0-1,,_,.-81,14:0-1-12,0-1-8],[5:Edge,0-1 14][6:0-4-8,0-1-8],[7 0-4 0 0-4-81,18:0-4-8,0-1-8] LOADING (psf) SPACING- 2-0-0 j CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 1 TC 0.79 Vert(LL) -0.11 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 j BC 0.54 j Vert(CT) -0.21 6-7 >999 180 TCDL 7.0 Rep Stress Incr NO j WB 0.78 j Horz(CT) 0.06 5 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 I Matrix-RH Weight:110lb FT BCDL 10.0 g10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* 3-7:2x4 DF No.1&Btr G WEDGE Left:2x8 SP No.2,Right 2x8 SP No.2 REACTIONS. (lb/size) 1=3436/0-5-8,5=3196/0-5-8 Max Horz 1=139(LC 22) Max Uplift 1=-584(LC 8),5=-538(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-4522/766,2-3=-3076/569,3-4=-3076/569,4-5=-4505/764 BOT CHORD 1-8=-645/3566,7-8=-645/3566,6-7=-557/3551,5-6=-557/3551 WEBS 3-7=-547/3055,4-7=-1326/338,4-6=-219/1457,2-7=-1344/341,2-8=-221/1475 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;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=1.20 �� P R FF 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ) Q 4)*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 �(,NG(N�� s/© will fit between the bottom chord and any other members. .. 5)A plate rating reduction of 20%has been applied for the green lumber members. �C? 2� 6)Provide mechanical connection(by others)of truss to:: :: capCC" 7Use Simpson Strong-Tie LUS24(4-10d Girder2-10d Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-0-12 from the left end to 17-0-12 to connect truss(es)to back face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -9 OREGON 4(// LOAD CASE(S) Standard G7 �,9 ONS 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 y 14 2.° P� Uniform Loads(plf) /�rp Qj Vert:1-3=-64,3-5=-64,1-5=-20 `r�R`t-'- Concentrated Loads(Ib) Vert:9=-565(B)10=-564(B)11=-564(B)12=-564(B)13=-564(B)14=-564(B)15=-564(B)16=-564(6)17=-564(B) EXPIRES: 12-31-2019 July 5,2019 A WARNING-Verify design parameters and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1. 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/TPl1 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. 1 Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 0 4 1 3/4" Center plate on joint unless x,y dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. ink Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 0-/ �� 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I 0Milliallit IL. O bracing should be considered. O iX ■_ U O 3. Never exceed the design loading shown and never aO - a stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building c7-s C6-7 c5-6 I— designer,erection supervisor,property owner and For 4 x 2 orientation, locate g p p p y plates 0 '' 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 ANSUTPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSITTPI 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 the plate : 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that e;:::? Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 41E10 reaction section indicates joint number where bearings occur. _— project engineer before use.17.Install and load vertically unless indicated otherwise. am. Min size shown is for crushing only. , 18.Use of green or treated lumber may pose unacceptable ►� environmental,health or performance risks.Consult with Industry Standards: "ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words , Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. .. Building Component Safety Information, WIBCSI: 'le 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015