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ler MiTeV MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 RECEIVED 951-245-9525 Re: B 1703896 Mission Homes DEC 7 2017 CITY OF TIGARD BUILDING DIVISION The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild West-Beaverton,OR. Pages or sheets covered by this seal: K3937166 thru K3937216 My license renewal date for the state of Oregon is December 31,2019. ,c5k PROFESS �NGINEFR /� 2 89200PE 9r G ',OREGON 4/ /0A fr14, 2° MFR R 10- -L�. ;r_"yr-�L November 17,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. , t Job Truss Truss Type Qty Ply Mission Homes K3937166 B1703896 A01 ROOF SPECIAL GIRDER 1 ` Job Reference(optional' Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:20 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-7Cg7DiSgArhnvARk8ELkCCw9_PrOVk295 8wiyIGXf 1 3 7 3-6-7 0-43 7-3-3 - _ 12-7-10 _._ -._ 18-0-9 _-_.2 _-- 28-10-7 34-3-6 39-6-8 I 113-7 3-6-7 3-8-11 5-0-5 { 5-4-15 _--- + t5.$_ 5-4-15 -+ i --- - 5-4-15 5-4-15 --- 5-3-2 Scale=1:71.8 5x12 MT18H 3x8 = 2x4 I I 3x8= 3x6= 2x4 I I 4x8- 2x4 I I 7.00 12 4 21 22 1gg 245 25 26 6 oa 27 429 7 30 31 33 934 w 35 Ex, 10 E36 32x,38 11 l , rim ii 3x4 i -PI_._ v --- m 3 M MS _ ,.,. - _/_,X,._.„,../ . N y 2 �_� "-_- MI no nn nn on nn - na--_nn_--_Y E?�1 oc nn nom_ nn an_ 01 un'_-. -,, 5910 II 39 20 40 41 19 42 43 4418 45 46 17 16 47 15 48 49 50 14 51 52 13 53 54 55 12 LUS24 2x4 II 4x8 LUS24 2x4 it LUS24 4x8 5x8- LUS24 2x4 II LUS24 4x12 -- LUS24 2x4 II LUS24 6x6 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 3-6-7 7-33 ...12,7,1113 _._._-_+- --18-0-9 t--__---13-5-8__ }.. ...28-10-7.._.... _-_ _.34-3-6 _-_ I 39-6-8 1 .,-_. 3-6-7 3-8-11 5-4-8 5-4-15_.._.. _54,15 5-4-15 5-4-15 5-3-2 Plate OffsetsLX Y)- j2:0-5-8 Edael 13:0-1-12,0-1-8].14:0-2-15,0-2-81.110:0-2-8,0-1-81.112:0-3-0,0-4-4] LOADING(psf) % SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) 0.29 15-17 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.51 15-17 >923 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.80 Horz(CT) 0.13 12 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 (Matrix) Weight:493 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, except BOT CHORD 2x6 DF No.2 end verticals,and 2-0-0 oc purlins(5-1-1 max.):4-11. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-7-12 oc bracing. WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 12=3180/Mechanical,2=2962/0-5-8 Max Horz 2=205(LC 40) Max Upliftl2=-1736(LC 7),2=-1470(LC 10) Max Gray 12=3437(LC 25),2=3340(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4935/2286,3-4=-4831/2454,4-21=4126/2167,21-22=4126/2167, 22-23=-4126/2167,23-24=4126/2167,5-24=-4126/2167,5-25=-7374/4027, 25-26=-7374/4027,6-26=-7374/4027,6-27=-7374/4027,27-28=-7374/4027, 28-29=-7374/4027,7-29=-7374/4027,7-30=-5878/3158,8-30=-5878/3158, 8-31=5878/3158,31-32=-5878/3158,32-33=5878/3158,9-33=5878/3158, 9-34=-5878/3158,34-35=5878/3158,35-36=5878/3158,10-36=-5878/3158, 11-12=-277/173 BOT CHORD 2-39=-1887/3892,20-39=-1887/3892,20-40=-1887/3892,40-41=-1887/3892, 19-41=-1887/3892,19-42=-3425/6436,42-43=-3425/6436,43-44=-3425/6436, 18-44=-3425/6436,18-45=-3425/6436,45-46=-3425/6436,17-46=3425/6436, \ktp P R QFF 16-17=-3965/7210,16-47=-3965/7210,15-47=-3965/7210, ; � ` s� 48-49=-3965/7210,49-50=-3965/7210,14-50=3965/7210,1451=1849/3474 �50JGI NE /0?51-52=-1849/3474,52-53=-1849/3474,13-53=-1849/3474,1354=1849/3474, t? 'j954-55=-1849/3474,12-55=-1849/3474 ' ' WEBS 3-19=-501/691,4-19=-864/1897,5-19=-3033/1752,5-18=0/393,5-17=837/1328, 9200P t 6-17=-725/567,7-17=-100/261,7-15=0/404,7-14=-1705/1032,9-14=-721/561, 10-14=-1765/3183,10-13=0/432,10-12=-4638/2413 NOTES- 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: -yG ,�OREGON tx l4/ Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. /6 q,' '14, 20 Q+ Webs connected as follows:2x4-1 row at 0-9-0 oc. 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 ply SFR R I_\- connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS EXPIRES: 12-31-2019 (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 Continued on page 2 November 17,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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,notIll a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1, 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 ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle j Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 _ _.._. -- Job Truss JTruss Type Qty Ply Mission Homes B1703896 A01 ROOF SPECIAL GIRDER 1 .r) K3937166 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:20 2017 Page 2 I D:NIgG52xYdPybOrC?3CO3zxyl J BC-7Cg7DiSgArhnvARk8ELkCCw9_PrOVk295_8wiylGXf NOTES- 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 6)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. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 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)Refer to girder(s)for truss to truss connections. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)12=1736,2=1470. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purtin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 37-11-4 to connect truss(es)to front face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)155 lb down and 168 lb up at 8-0-12,264 lb down and 227 lb up at 10-0-12 ,227 lb down and 213 lb up at 12-0-12,228 lb down and 214 lb up at 14-0-12,228 lb down and 216 lb up at 16-0-12,229 lb down and 218 lb up at 18-0-12,226 lb down and 216 lb up at 20-0-0,229 lb down and 218 lb up at 21-11-4,228 lb down and 207 lb up at 23-11-4,228 lb down and 214 lb up at 25-11-4,227 lb down and 213 lb up at 27-11-4,264 lb down and 227 lb up at 29-11-4,168 lb down and 169 lb up at 31-11-4,168 lb down and 169 lb up at 33-11-4,and 168 lb down and 169 lb up at 35-11-4,and 168 lb down and 169 lb up at 37-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-11=-64,2-12=-20 Concentrated Loads(Ib) Vert:16=-53(F)17=-50(F)6=-109 21=107 22=-161 24=-109 25=-109 26=-109 27=-106 29=-109 30=-109 31=109 33=-109 34=-161 35=-109 36=-109 37=109 38=-109 39=-49(F)40=-31(F)41=-38(F)42=-50(F)43=-47(F)44=-50(F)45=-50(F)46=-50(F)47=-50(F)48=-50(F)49=-50(F)50=-50(F)51=-47(F)52=-50(F)53=-50(F) 54=-50(F)55=-50(F) 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 MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent 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 braang of trusses and truss systems,see ANSIITPI1 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 r Job Truss Truss T ype Qty Ply I Mission Homes K3937167 81703896 A02 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:22 2017 Page 1 I D:NIgG52xYdPybOrC?3CO3zxyl JBC-4byueOT4iTxU9Ua6FfNCHd?OFDaEzhaLcPTF_byl GXd 11-3-7_-- 4-9-14.. ___.+—. 9-10-0__. 10[2-3 16-7-3 -_._.._ I __ _.__23-4-13 +- _._.29-9-13 30121-0 34-1i-8 .•. 39-6-8._----i 1-3-7 4-9-14 5-0-2 0-4-3 6-5-0 6-9-10 6-5-0 0-4-3 4-9-6 4-7-2 Scale=1:76.8 • 556 3x8-= 3x6 =3x4= 5x6 4 �9 20 2 5 3 25 x..6 7 26x 272%._.--7�-- 8 7.00 112 r �. 4x6 4x6 a 3 9 7 of 9x16 MT18H= 18 12x12 Il 17 16 30 31 14 32 15 13 12 11 3x8 = 2x4 II 5x12 MT18H— 3x4 = 3x8 = I 9-10-0 16=7 ....—_ I _23-4-13 30-2-0 39-6-8 9-10-0 6-9-3 -__.. 6-9-10 6-9-3 9-4-8 Plate Offsets_(x.Y)- 12:Edge.0-35].(4:0-0-1.0-0-0].j8:0-2-12.0-2-8].t10:Edge.0-3-9] —_ LOADING - ) Plate Grr DOL 21015 BCI 0.63 Vert(CT) -0.60 1(8 17 I/defl Ud PLATES GRI 240 180 MT18HS220/195 ( psf) 1 Lum TCLL 25.0 95 (Roof Snow 25.0 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.20 11 n/a n/a BCLL 0.0 ' Code IBC2015/TPI2014 BCDL 10.0 (Matrix) Weight:216 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals,and 2-0-0 oc purlins(2-8-12 max.):4-8. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-3-7 oc bracing. WEBS 1 Row at midpt 5-16,5-13,7-12,3-17,9-11 REACTIONS. (lb/size) 11=1783/Mechanical,17=1806/0-5-8 Max Horz 17=202(LC 9) Max Upliift11=-499(LC 13),17=-554(LC 12) Max Gray 11=2222(LC 31),17=2342(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-782/136,3-18=-635/153,3-4=-3040/815,4-19=-2632/761,19-20=-2632/761, 20-21=-2632/761,21-22=-2632/761,22-23=-2632/761,5-23=-2632/761,5-24=-3698/1020, 24-25=3698/1020,6-25=-3698/1020,6-7=-3698/1020,7-26=-2623/760, 26-27=-2623/760,27-28=-2623/760,28-29=-2623/760,8-29=-2623/760,8-9=-3032/818, 9-10=468/94,2-17=-772/212,10-11=408/107 BOT CHORD 16-17=-744/2652,16-30=-830/3772,15-30=-830/3772,15-31=-830/3772, 14-31=-830/3772,13-14=-830/3772,13-32=-798/3698,12-32=-798/3698, 11-12=-600/2540 WEBS 3-16=-386/394,4-16=-186/1074,5-16=-1570/440,5-15=0/297,7-13=0/287, 7-12=1597/403,8-12=-183/1013,9-12=-320/502,3-17=-2564/739,9-11=-2822/757 NOTES- laO PRO 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS 6.1 (envelope)automatic zone and C-C Exterior(2)-1-3-7 to 2-8-0,Interior(1)2-8-0 to 4-4-11,Exterior(2)4-4-11 to 9-11-13,Interior(1) ANG N EF,9 `r0 15-6-15 to 24-5-1,Exterior(2)30-0-3 to 394-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for —(,-,.<° ?j 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=1.1 $9200PE 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs tj non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. Ci Q 6)All plates are MT20 plates unless otherwise indicated. -17 __OREGON D, <(/ 7)The Fabrication Tolerance at joint 2=6% G AA � "47 \ 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O �' 1 4 20 P 9)*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 �r Q, fit between the bottom chord and any other members,with BCDL=10.0psf. `R R I�.-�' 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Refer to girder(s)for truss to truss connections. EXPIRES: 12-31-2019 Continued on page 2 November 17,2017 A WARNING-Verily design parametersand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. id" Design valid for use only with MiTek8i 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 braang 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 ANSIITPI1 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 r l Job Truss Truss Type Qty Ply Mission Homes B1703896 A02 California 1 1 K3937167 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:22 2017 Page 2 ID:NIciG52xYdPybOrC?3CO3zxylJBC-4byue0T4iTxU9Ua6FfNCHd?OFDaEzhaLcPTF_bylGXd NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)11=499,17=554. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)117 lb down and 95 lb up at 12-0-12,151 lb down and 123 lb up at 14-0-12 ,149 lb down and 123 lb up at 16-0-12,149 lb down and 123 lb up at 18-0-12,188 lb down and 171 lb up at 20-0-0,149 lb down and 123 lb up at 21-11-4,149 lb down and 123 lb up at 23-11-4,151 lb down and 123 lb up at 25-11-4,and 117 lb down and 95 lb up at 27-11-4,and 250 lb down and 231 lb up at 30-0-3 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-8=-64,8-10=-64,11-17=-20 Concentrated Loads(lb) Vert:8=-136 25=-64 1 1� AWARMNG-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M167477 rev.10V07/2016 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 14111' 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 T is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the '••(lel fabrication,storage,delivery,erection and bradn of trusses and truss systems,see QualityBuilding p 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 12234Criteria,DSB-89 and BCSI Component ��, Corona,CA 92880 Job Truss Truss Type Qty Ply Mission Homes K3937168 B1703896 A03 California 1 1 — ----------- - -i _._..--_ - Job Reference(optional)----_ _ ._..----- Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 1712:12:24 2017 Page 1 ID:NlgG52xYdPybOrC?3CO3zxylJBC-Oz4e33VLE4BCOokVN4PgM251B1E2RbGd3jyM3TyIGXb 12-9-1 1374-9-14____.___ 9-10-0 __- 11-11-13 _ 16-7-3_. 23+13 27-2-15 2-0- 30-2-0 3411E 39-6-8103:71 1----4-9-14 + 5-0-2 -- 2-1-12 0-9-4 3-10.2 --- }- 6-9-10 3-10-2 e9- 2-1-13 � 4-9E ----- 4-7-2 _ Scale=1:73.8 2x4 11 2x4 Ii 556 i 5 7 12 13 c•;-tial 3x8== 3x6=354 = 5x6 Specs= 7.0012 4 .x4 II 8 10 _ � ba as 6a �-�-�—�-. a� 1III 14 .=.- 1 7 28 .-- -_ ' 30 31 9 32 � 342x4 II 35 m 4x6 i 4x6 3 15 6 36 26 ye. 37 2x4 II m 658 -�16 224 i1 ars __....-. V. _ n - - _-- :i ld 23 22 38 39 20 40 21 19 18 17 358= 2x4 I I 5x8= 354= 3x8 = 556 I 9-10-0 . I 16-7-3 _ .-- 23-4-13 I30-2-0 -_- _-- -- —39-6-8 i 9-10-0 6-9-3 6-9-10 -__ 6-9-3 9-4-8_..._..._. - Plate Offsets(X.Y)-- 12:0-3-8.0-2-01.13:0-2-12_0-2:0].117;0-3-0.0-2-1n 118:0-2-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.26 22-23 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.81 22-23 >580 180 TCDL 7.0 Rep Stress Ina YES WB 0.58 Horz(CT) 0.18 17 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix-M) Weight:228 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(2-8-6 max.):4-14. WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 7-5-9 oc bracing. WEBS 1 Row at midpt 8-22,8-19,10-18,3-23,15-17 REACTIONS. (lb/size) 17=1704/Mechanical,23=1805/0-5-8 Max Horz 23=263(LC 9) Max Uplift17=-390(LC 13),23=-441(LC 12) Max Gray 17=2156(LC 31),23=2283(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-27=-2954/815,4-27=-2683/829,4-6=2436/891,6-28=-2441/895,8-28=-2441/895, 8-29=-3365/1139,29-30=3365/1139,30-31=3365/1139,9-31=-3365/1139, 9-32=-3365/1139,32-33=3365/1139,10-33=3365/1139,10-34=2359/890, 11-34=-2359/890,11-14=2355/885,14-35=-2593/826,15-35=-2853/807,2-23=-353/232 BOT CHORD 22-23=-617/2637,22-38=784/3386,21-38=-784/3386,21-39=-784/3386, 20-39=-784/3386,19-20=784/3386,19-40=-783/3365,18-40=-783/3365, 17-18=-587/2426 WEBS 3-22=-260/308,4-22=-146/1040,8-22=1400/385,8-21=0/291,8-19=-255/159, 10-19=-29/351,10-18=-1460/386,1418=-147/1003,15-18=-152/381,3-23=-3220/699, 15-17=-3060/758 NOTES- CI�cp PRoFF 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS �` Ctrs (envelope)automatic zone and C-C Exterior(2)-1-3-7 to 2-8-0,Interior(1)2-8-0 to 7-1-15,Exterior(2)7-1-15 to 12-9-1,Interior(1) �Gj NGI NEF9 /0 17-6-15 to 22-5-1,Exterior(2)27-2-15 to 39-4-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for C? /fj members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 S' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 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 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. O Cr 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -9 OREGON i 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 L 4 fit between the bottom chord and any other members,with BCDL=10.Opsf. /O " 14, `L° 4" 8)A plate rating reduction of 20%has been applied for the green lumber members. /t,Jr e,‘"'9)Refer to girder(s)for truss to truss connections. CC R R l L 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 17=390,23=441. EXPIRES: 12-31-2019 11)"Pin all pitchbreaks"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 November 17,2017 mn. 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 braang 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 braang of trusses and truss systems,see ANSIRPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandra,VA 22314. Corona,CA 92880 Job Truss Truss Type 1Qty y Mission Homes K3937168 B1703896 A03 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:24 2017 Page 2 I D:NloG52xYdPybOrC73CO3zxylJBC-Oz4e33VLE4BCOokVN4PgM251B1 E2RbGd3jyM3TyIGXb NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)357 lb down at 12-10-5,and 285 lb down and 140 lb up at 27-1-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(ptf) Vert:1-2=-64,2-4=-64,4-7=-64,6-11=-64,12-14=-64,14-16=-64,17-23=-20 Concentrated Loads(Ib) Vert:28=-22(F) 11 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design vakd for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate 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 braang of trusses and truss systems,see ANSIITP11 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 Qty Ply Mission Homes K3937169 61703896 A04 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:26 2017 Page 1 I D:NIgG52xYdPybOrC?3CO3zxyIJ BC-yMBPUIWbmhRwd5utUVR8RTA8LgYGvSywX1 RT7MyIGXZ -1-3-7 4-10-14 __4 9-10- F. _..14-1.1-12___.15-p11`,z__2049 _.__ .1 __. 24.8-1. 2514..._.29-11-13 F 3493. {__-___39,f,8___ _.-...I 1-3-7 4-10-14 4-11-8 5-1-6 0-4-3 4-8-1 4-8-1 0-4-3 4-11-9 4-9-5 4-9-5 Scale=1:71.6 5x6 i 3x8 586 5 22 r„, 23 2 6 as 25 r„ 26 . 7.00 12 3x4 i 3x4 4 8 27 . 1.1/:,7 21 n " 4x6 20 28 4x8 8 g 2 a 1 19 %.' ' 2,�,j \ 12x12 -�10 n El 17 16 31 32 15 33--� 14 34 13 35 36 12 11 10x10 i 3x4= 3x4 = 388 Job Truss Truss Type Qty Ply Mission Homes K3937169 B1703896 A04 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:26 2017 Page 2 I D:NlgG52xYdPybOrC?3CO3zxylJBC-yMBPUIWbmhRwd5utUVR8RTA8LgyGvSywX1 RT7MyIGXZ NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)17=548,11=488. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)72 lb down and 45 lb up at 16-0-12,146 lb down and 118 lb up at 18-0-12, 220 lb down and 203 lb up at 20-0-0,146 lb down and 118 lb up at 21-11-4,and 72 lb down and 45 lb up at 23-11-4,and 192 lb down and 234 lb up at 24-10-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pit) Vert:1-2=-64,2-5=-64,5-7=-64,7-10=-64,11-17=-20 Concentrated Loads(Ib) Vert:6=106 22=-72 26=-72 Q 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 bradng 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 ANSIITPII Quality Criteria,D5B-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 Mission Homes K3937170 B1703896 A05 California 1 1 _L Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:28 2017 Page 1 I D:NIgG52xYdPyb0rC73CO3zxylJBC-ukJ9uRYrlJhetP2GcwUcWuFSFed8NM6D_LwaCEyIGXX 11-3-71__ 411-3.- +-_. 9-10-5 _.+ _.14-11-12. 1 17_1042i20-0031+22-1-4._25-0-4 j.-.. _30-141 4. _35-0-13 _-_- L...-_ 40-00 .41-31 1-3.7 4-11-3 4-11-3 5-1-6 2-11-1 2-14 2-14 2-11-1 5-1.6 4-11-3 4-11-3 1-3-7 Scale=1:80.3 Special Special 7.00 Rp 2x4 ll 12 2x4 5x6= 7 9 13 3x8 = ►t,, •1 5x6= 6 f 10 1._�\ 33 4x8 4 30 , -- 35 4 3x4 29 4x8 4 5 sr. e:41518 3 a, 5 N rs i 4x12 4x12 i 28 • 3 17 w 1,4\ 36 27 18 II r d 26 25 37 38 24 39 23 40 22 41 42 21 20 3x4= 3x4 = 8x8= 3x8 - 5x8 = 3x8 = 8x8 ' i—__ 7-4-12_ -__—4_—___ 14-11-12__----...-+ 20-0-0 _+ 25-0-4 _ 32-7-4 40-0-0 _1 74-12 -.- 7-7-0 5-0-4 -_x44___--__ 7-7-0 74-12 plate a -: X 6:0- - 0-2-6 14:0- -1 f 2-6 0:Ed. - 9 - :0 - t 0-._t 2.• ..= i -f LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.27 23 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.49 21-22 >972 180 TCDL 7.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.21 20 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:264 lb FT=10% BCDL __—1Q0--- LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals,and 2-0-0 oc puriins(2-9-5 max.):6-14. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-8-13 oc bracing. OTHERS 2x4 DF Std G WEBS 1 Row at midpt 10-24,10-22,3-26,17-20 REACTIONS. (lb/size) 26=2043/0-5-8,20=2070/0-5-8 Max Horz 26=344(LC 11) Max Uplift26=-515(LC 12),20=-502(LC 13) Max Gray 26=2693(LC 31),20=2720(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-28=-4105/822,4-28=-3809/823,4-5=-3548/815,5-29=-3408/821,29-30=-3387/831, 6-30=3246/833,6-8=-2956/894,8-31=29561894,10-31=-29561694,10-32=-3012/904, 11-32=-3012/904,11-14=-3012/904,14-33=-3297/843,33-34=-3327/841, 15-34=-3552/831,15-16=-3599/825,16-35=-3856/832,17-35=-4153/831 BOT CHORD 25-26=-746/3452,25-37=-624/3348,37-38=-624/3348,24-38=-624/3348, 24-39=-506/3195,23-39=506/3195,23-40=-506/3195,22-40=-506/3195, 22-41=-484/3386,41 12=-484/3386,21-42=-484/3386,20-21=-548/3492 WEBS 4-25=-67/327,4-24=-638/263,6-24=-219/1024,10-24=742/347,10-22=-627/296, 14-22=-195/904,16-22=652/290,16-21=-70/327,3-26=-4209/671,17-20=4258/680 C NOTES- ‘...,,,i0 P R QFFn 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS '`` Vl0 (envelope)automatic zone and C-C Exterior(2)-1-3-7 to 2-8-9,Interior(1)2-8-9 to 12-2-14,Exterior(2)12-2-14 to 27-9-2,Interior(1) �Co ANG I N 4, /�J 27-9-2 to 37-3-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for ,NJ 77 2� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �" 89200PE �" 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 'y OREGON I(/ 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 2 di O'� fit between the bottom chord and any other members,with BCDL=10.0psf. Q Al), 14, 2 ciQ 8)A plate rating reduction of 20%has been applied for the green lumber members. M V 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)26=515, �R1910, 1 R �-`' 20=502. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12-31-2019 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 November 17,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Mu t , Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTekC is always required for stability and to prevent collapse with possible personal injury and 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 02880 Job Truss Truss Type Qty Ply Mission Homes K3937170 61703896 A05 California 1 1 Job Reference!optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:28 2017 Page 2 ID:NlgG52xYdPybOrC?3CO3zxylJBC-ukJ9uRYrlJhetP2GcwUcVVuFSFed8NM6D_LwaCEylGXX NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)217 lb down and 141 lb up at 18-0-0,and 484 lb down and 338 lb up at 22-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or bads(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase-1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-6=-64,6-9=-64,8-11=-64,12-14=-64,14-18=-64,18-19=-64,20-26=-20 Concentrated Loads(Ib) Vert:31=-115(F)32=-381(F) Q 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 ANSIITPII 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 , t Job Truss Truss TypeQty Ply Mission Homes K3937171 81703896 A06 Common 3 1 Job Reference(optionah Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 1712:12:29 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-NxtX6nZT3cpVUZdS9d?r35oco2xV6r0ND?g7khyIGXW 11-3-71--__. 6-2-13 13-4-0 20-0-0 __ I ----.26-8-0 ---. I 33-9-2. 1__.. _. 40-0-0 - _41-3-7 1-3-7 6-2-13 7-1-2 6-8-0 6-8-0 --7-1-3 - 6-2-14 1-3-7 Scale=1:79.6 5x6 7.00 112 6 21 22 3x4 20 43 3x4 3x6 5 7 3x6 4 8 1. N 4x6 :x6 3 24 8x8 ,9 8x8 = 2 �� 017 II 1 18 -- - -_- 17 25 16 26 15 27 14 28 13 12 3x4 = 4x8 " 3x8= 4x8= 3x4 = I 70.0-0 20.0-0 — 1 30-0-0 40-0-0 { 10-0-0 ._— -_.10-0-0 -_._._..— _.__-- ___.-10-0-0 10-0-0 Plate Offsets(X.Y)— [2:Edge.0-3-9].[10:Edge.0-3-9] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.30 13-15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.76 17-18 >624 180 TOOL LL 0.0 • Rep Stress Incr YES WB 0.68 Horz(CT) 0.14 12 n/a n/a BC Code IBC2015/TPI2014 (Matrix) Weight:227 lb FT=10% BCDL 1.0.0 — LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng, Except: 6-15,7-15,5-15:2x4 DF No.1&Btr G 8-4-10 oc bracing:17-18. WEBS 1 Row at midpt 7-15,5-15,3-18,9-12 REACTIONS. (lb/size) 12=1759/0-5-8,18=1759/0-5-8 Max Horz 18=379(LC 11) Max Uplift12=-397(LC 13),18=-397(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=2422/528,4-5=-22541544,5-20=-1739/493,20-21=16701501,6-21=-1633/515, 6-22=-1633/515,22-23=-1670/501,7-23=-1739/493,7-8=-2254/544,8-9=-2423/528, 2-18=263/242,10-12=-2631242 BOT CHORD 17-18=-603/2385,17-25=374/2018,16-25=-374/2018,16-26=-374/2018, 15-26=-374/2018,15-27=-216/1842,14-27=-216/1842,14-28=216/1842, 13-28=-216/1842,12-13=-383/2117 WEBS 6-15=-336/1353,7-15=-813/402,7-13=78/523,9-13=254/289,5-15=-813/402, 5-17=77/523,3-17=-254/289,3-18=-2552/457,9-12=-2552/457 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0pf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-3-7 to 2-8-9,Interior(1)2-8-9 to 16-0-0,Exterior(2)16-0-0 to 20-0-0,Interior(1)24-0-0 ��ED P R OFF to 37-3-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for C'` G1 N E ns0 reactions shown;Lumber 2)TCLL:ASCE 7-10;Pf 25.0 psf(flat Oroof t snow);Ce grip ategory gory II;Exp B;Fully Exp.;Ct=1.1 ,U'\ �N F9 /0. 9 3)Unbalanced snow loads have been considered for this design. 89200 P E r' 4)This truss has been designed for greater of min roof live load of 17.0 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 20.0pf 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. C7 cc 7)A plate rating reduction of 20%has been applied for the green lumber members. y A_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)12=397, 4- "'7,9 �'� 18=397. Q y 14, 2 2Q, 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. � - R R i L� V EXPIRES: 12-31-2019 November 17,2017 lila �� A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 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 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 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 Mission Homes K3937172 B1703896 A07 Common 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:30 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-r7RvJ7Z6gwxM6(CfjLW4bJKniRHGrH3WSfPgG7yIGXV f--_.— 6-6-3 .._—H.._ 13-0-5 __. I ___. 19-6-6.--- + __._..26-0-11_ _ t__...___32--6-13- ---f.. __---.381-0 _----- 6-6-3 6-6-3 6-6-3 6-6-3 6-6-3 6-6-3 Scale=1:78.2 5x6 = 7.00 12 5 f 17 18 3x4 i 16 1g 3x4 3x6 i 4 6 • 3x6 3 7 4x6 4A.114144,04.044.1x6 2 )11p n t'.., 15 20 2x4 II "'� �- 2x4 II 19 ki- _ \ _ __ __ ...., I.,4, „ 9 lr 14 13 21 22 12 23 24 11 10 3x8-- 3x4= 5x10 '- 3x4= 3x8 -- I -- 9-9-4 ._. __..--L--_._. __.—t9.6-8 .. -. +...____ ___ 29-3-12 •1.-_ _.-_ 4'L-0__.__ _ _-1 --_ 9-9-4 _. - — 9-9-4 _—. .. __. _/4_4_-__ —_... _—__...9-9-4 Plate Offsets(X,Y)-- 112:0-5-0,0-3-0] --- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.80 Vert(LL) -0.28 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.69 10-11 >672 180 TCDL 7.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.13 10 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2015/TPI2014 (Matrix) Weight:222 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G`Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 5-12,6-12,4-12:2x4 DF No.1&Btr G 8-8-3 oc bracing:13-14. WEBS 1 Row at midpt 6-12,4-12,2-14,8-10 REACTIONS. (lb/size) 14=1629/Mechanical,10=1629/Mechanical Max Horz 14=-358(LC 8) Max Uplift 14=344(LC 12),10=-344(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2286/525,3-4=-2132/550,4-16=-1668/488,16-17=-16001496,5-17=-15671510, 5-18=1567/510,18-19=-1600/496,6-19=-1668/488,6-7=-2132/550,7-8=-2286/525 BOT CHORD 13-14=564/2201,13-21=366/1907,21-22=366/1907,12-22=-366/1907, 12-23=-215/1738,23-24=-215/1738,11-24=-215/1738,10-11=-376/1953 WEBS 5-12=330/1285,6-12=-7491386,6-11=-92/490,8-11=-198/274,4-12=749/386, 4-13=-92/490,2-13=-198/274,2-14=-2397/453,8-10=-2397/453 NOTES- 1)Wind:ASCE 7-10;Vult=l4omph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)0-1-13 to 4-0-11,Interior(1)4-0-11 to 15-7-10,Exterior(2)15-7-10 to 19-6-8,Interior(1) 23-5-6 to 35-0-5 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 QED PR OFF 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 ' GtN ' sJ 3)Unbalanced snow loads have been considered for this design. !\ N T 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,.— �/,9 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 49200 P . fit between the bottom chord and any other members,with BCDL=10.Opsf. 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. .....4P 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)14=344, 10=344. Cs " 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. L A_OREGON 5 �<C/ , O qy 14 2° P+ MFRRILL 0 EXPIRES: 12-31-2019 November 17,2017 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,note 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 ANSIITPI1 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 M Job Truss Truss Type Qty Ply 'Mission Homes K3937173 B1703896 A08 Roof Special 1 1 Job Reference(optiona_q Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:31 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-JJ?IXTakbE3DksmrH21 J8W13Erf3aiVfgJ9EoZy1GXU f-- __$11 -. +---_10_21-__...f----1410-5 _.+.. ..19E-8----+ 23-11-5 -4--28-4-2 -f 33-64 + -_.__39-1-0--._—_1 5-1-1 5-1-1 4-8-3 4-8-3 4-4-13 4-4-13 5-4-7 5-4-7 5x6_ Scale=1:84.2 7.00 112 6 22 0. 354 3x4 3x65 21 23 2x4 II * 20 3x6 2x4 II 4 8 39 't .1 Sw- 2 3x4 i 3x4 10 INiiiiis 24 19 00.< _ 11 1 ^ o p � -- --_.—er - 3x8=- - - ---- .._ 5x10= 12 3x8= 18 2x4 I I 16 15 14 2x4 I I 8x8=-- 7x14 MT18H= 2x4 I I 2x4 ii F 5-1-1 —+_._._ 10-2-1.- 1 --__--_-..19-54_—.-- -- --..- 28-4-2 ._+ 33-8-9 _.-t 39-1-0 1 5-1-1 5-1-1 .— ... 9-4-7 :r t ._ 5-4.7 ------ _..-.._ PlateOffsets(X.Y)- j1:0-;-00-0- 0 :0-1- _ • -8 •t 1-4 8 7.0- 1 1-8 0:0- - - 0-1-8 1:8 8-0 t f 0 3:0-..0-_-12 17'8- t LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.21 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.70 15-16 >669 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.15 11 n/a n/a BCLL 0.0 ' Code IBC20151TP12014 (Matrix) Weight:253 lb FT=10% BCDL 10.0 _i_ LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-5 oc purlins. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-16,9-14:2x4 DF Std G 8-25 oc bracing:1-18 WEBS 2x4 DF Std G*Except* 8-2-15 oc bracing:17-18. 5-15,6-15,7-15:2x4 DF No.1&Btr G WEBS 1 Row at midpt 5-15,7-15 REACTIONS. (lb/size) 1=1636/Mechanical,11=1636/Mechanical Max Horz 1=328(LC 11) Max Uplift1=349(LC 12),11=-349(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-19=-2913/587,2-19=-2764/599,2-3=2466/571,3-4=-2432/667,4-20=-2305/682, 5-20=2301/684,5-21=-16321510,6-21=1542/526,6-22=-1541/528,7-22=-1625/513, 7-23=2265/679,8-23=-2320/670,8-9=-2388/662,9-10=-2427/567,10-24=-2748/597, 11-24=-29051585 BOT CHORD 1-18=-664/2435,17-18=-664/2435,3-17=-308/239,9-13=-313/242,12-13=-437/2426, 11-12=-437/2426 WEBS 2-17=467/214,15-17=-293/1541,5-17=337/860,5-15=-854/412,6-15=-400/1318, 10-13=-504/230,7-15=-867/400,7-13=330/853,13-15=-193/1536,10-12=0/257 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS ,0 P R Qp- (envelope)automatic zone and C-C Exterior(2)0-0-12 to 3-11-10,Interior(1)3-11-10 to 15-7-10,Exterior(2)15-7-10 to 19-6-8,Interior(1) s 23-5-6 to 35-1-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for ,,\CJ3 OA `N Fig 502-9 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=1.1 ? 9200 P `' 3)Unbalanced snow loads have been considered for this design. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��;,,�--Z--.._ , 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. 0 Q 7)A plate rating reduction of 20%has been applied for the green lumber members. �1L OREGON REGON�� �4(/ 8)Refer to girder(s)for truss to truss connections. 1 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=349, 7O y 14, 2°�P1' 1"Fix 9. MFR R 10- 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12-31-2019 November 17,2017 1, 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 MiTeke,connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ; building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MI I{ eI' 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/iPl1 Quality Catena,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 Mission Homes K3937174 61703896 A09 California 1 1 Job Reference(optional) _ J Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:33 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-Fi72y8c 7rJwzAwDOT4nDxyl)fG42e5y8deKtSyIGXS 22-5-0 I ____ 5-3-0 I _ 10-6-0 i 14-6-4 j16-8-0,17,5t19-6-8121 -7-12 II 1{24-6-12 I 28-4 -2 + 33-8-9 �_--_-39-1-0 j 5-3-0 5-3-0 4-0-4 2-1-13 0-9-4 2-1-4 2-1-4 0-9-4 2-1-13 3-9-6 5-4-7 5-4-7 Scale=1:75.9 7.00 12 11 5,00 i 6 8 12 3x8 `= 5x10 Specs 5 tial 9 1D. 3x4 7 .z -� tom_._ - 4x8 30 _- 31 13~ 3x4 II 29 32 14 4x6 3 4 15 28 01= s1r,v 33 o3x4 i «,tt 1116 Alli F.1. 34 m 26 35 1 / 17 d P.24 ' --56- -® --37-._ --618 .f 500= 25 5x10 23 22 21 20 19 8x12= 8x12= 4x12 = 5x10 = 3x4 II I- 5-3-0_ —f__ 10-04__- + .14-6.4.. 19-0-8 —+ 24-6-12 p 28-4-7- 39-1-0 I _ 5-3-0 _ 5-3-0 _ 4-0-4 5-0-4 - 5-0-4 3-9-6 __________14M4____ ',e•"s-s X A 1:r 1-9 Ed.- 2:# 1-120-1-8].15:0 -1 I -: 3:0-2-1 0- -8].[14:03-5.0-0-91317:0-1-9.Edge].[18;0-5-0.03-8].[20:0-1-15,0-2-4].[22:0-5-8.0-1-8] 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 0.82 Vert(LL) -0.32 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 I BC 0.87 Vert(CT) -1.03 17-18 >454 180 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.23 17 n/a n/a BOLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:266 lb FT=10% Ball 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purtins,except BOT CHORD 2x4 DF No.1&Btr G'Except* 2-0-0 oc purlins(2-9-3 max.):5-13. 4-23,14-19:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 9-22,9-20,13-20 22-24,18-20:2x4 DF No.1&Btr G WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=2007/Mechanical,17=2007/Mechanical Max Horz 1=303(LC 48) Max Upliift1=557(LC 12),17=-557(LC 13) Max Gray 1=2653(LC 30),17=2653(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-26=-4871/990,26-27=-4743/999,2-27=1727/1002,2-28=-4328/962,3-28=4081/970, 3-4=-4010/972,4-29=4225/1043,5-29=4019/1058,5-7=-2959/954,7-30=-2967/959, 9-30=2967/959,9-31=-2967/959,10-31=-2967/959,10-13=2958/954,13-32=-4012/1051, 14-32=-4205/1037,14-15=4031/961,15-33=4083/955,16-33=-4332/950, 16-34=4650/1046,34-35=4664/1043,17-35=4792/1026 BOT CHORD 1-25=-983/4133,24-25=-983/4133,4-24=487/254,22-23=-79/253,22-36=-685/3256, 21-36=-685/3256,2137=685/3256,20-37=-685/3256,14-18=480/267,17-18=818/4084 WEBS 5-24=-398/1465, 11 NF -22=-795/389, 9-21=0/282,9-20=-794 87,13-20 -242/44, 13-18=-357/1520,8-20=-405/2906, '< GN 6/ 16-18=-560/281 � � AO NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS •9200PE �" (envelope)automatic zone and C-C Exterior(2)0-0-12 to 3-11-10,Interior(1)3-11-10 to 11-10-15,Exterior(2)11-10-15 to 27-2-1, Interior(1)27-2-1 to 35-1-6 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 Q ' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 CC 3)Unbalanced snow loads have been considered for this design. y OREGON�� ��(/ 4)Provide adequate drainage to prevent water ponding. 1� 5)All plates are 2x4 MT20 unless otherwise indicated. <O Y 14, 2" Pr 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. M QP 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 `R R �-�' fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 9)Refer to girder(s)for truss to truss connections. Continued on page 2 November 17,2017 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 NIiTeIC is always required far stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and braang of trusses and truss systems,see ANSIITPI1 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 Mission Homes B1703896 A09 California 1 1 K3937174 – -1- — Job Reference jpptiona Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:33 2017 Page 2 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-Fi72y8c_7rJwzAwDOT4nDxyljfG42e5y8deKtSylGXS NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=557,17=557. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)424 lb down and 360 lb up at 17-6-8,and 424 lb down and 360 lb up at 21-6-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-64,5-8=-64,7-10=64,11-13=-64,13-17=-64,1-24=-20,19-23=-20,17-18=-20 Concentrated Loads(Ib) Vert:30=-322(B)31=-322(B) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 Mission Homes K3937175 81703896 A10 California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:36 2017 Page 1 ID:NlgG52xYdPyb01C?3CO3zxylJBC-fHoBaAesPmiVgefo4bdUraas761 WFwgPgbs?Uny1GXP H-- 5-3-0 _ 10-6-0 f __14-514 -14119-7_ 19-6-6.----- {—_-_ 24-2-9 2412 26-4-7 i _3344 __ i -____39-1-0 ____ 1 5-3-0 5-3-0 4-0-4 0-4-3 4-8-1 4-8-1 0-4-3 3-9-6 5-4-7 5-4-7 Scale=1:71.7 5x10 i 3x8— 5x10 Q 4 2 23w 26,25 26>7 X 28 29 700 12 3x4 �� 3x4 11 3 7 30 3x4 i 31 8 .<-32 2x4 .- 2 20 21 19 18 33 1 9 a — -- 5x8= 5x8= 17 8x12 — 2x4 II 15 14 13 12 11 8x12 =- 5x10== 2x4 II 6x8 -- 2x4 II 2x4 II I— -33-0.—__.__+_._._19-6-0__—+ 14-6-4 -+-.-_-19-6-8 _÷..._-246-12 _.__+._ 28-4-0 + __---- -- 39-1-0 ___—__..----._1 5-3-0 5-3-0 4-0-4 5-0-4 .,-5-04. 3-9-6 10-8-14 Plate Offsets(X.Y)= [1:0-1-3.Edge].[2:0-1-12.0-1-8][4:0-2-15.0-2-8].[6:0-2-12.0-2-8].[9:0-1-3.Edge],[10:0-4-12.0-3-8].112:0-4-0.0-2-0].[14:0-4-0.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lox) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.32 9-10 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -1.03 9-10 >456 180 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.20 9 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) ' 1 Weight:253 lb FT=10% _BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G"Except* 2-0-0 oc purlins(4-3-1 max.):4-6. 3-15,7-11:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Sid G WEBS 1 Row at midpt 4-14,5-14,5-12,6-12 REACTIONS. (lb/size) 1=1761/Mechanical,9=1761/Mechanical Max Horz 1=244(LC 69) Max Uplift 1=525(LC 12),9=-525(LC 13) Max Gray 1=2374(LC 30),9=2374(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=-4280/924,18-19=4177/928,2-19=-4039/940,2-20=-3572/888,20-21=-3408/898, 3-21=3351/908,3-4=-3513/1027,4-22=-2306/783,22-23=-2307/783,23-24=-2309/784, 24-25=-2310/784,5-25=2311/784,5-26=-2311/783,26-27=2310/784,27-28=-2308/784, 28-29=-2306/783,6-29=-2306/783,6-7=-3494/1019,7-30=-3354/897,30-31=-3400/885, 831=3576/875,8-32=-3949/984,32-33=-4109/973,9-33=-4171/963 BOT CHORD 1-17=895/3581,16-17=895/3581,3-16=-565/263,14-34=-569/2483,13-34=-569/2483, 13-35=-569/2483,12-35=569/2483,7-10=-557/275,9-10=-763/3523 WEBS 2-16=-747/240,14-16=455/2102,4-16=-416/1489,4-14=-158/406,5-14=-649/268, 5-13=0/283,5-12=-648/267,6-12=-131/331,10-12=-341/2271,6-10=-381/1543, 8-10=679/286 � ° PROFF NOTES- <<G ss 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS �D �r1GANEF-,9 /p (envelope)automatic zone and C-C Exterior(2)0-0-12 to 3-11-10,Interior(1)3-11-10 to 8-11-15,Exterior(2)8-11-15 to 30-1-1,Interior(1) ,C.1' ?i9 30-1-1 to 35-1-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for !r •9200 P E 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=1.1 • ..- 3)Unbalanced snow loads have been considered for this design. ,,,000....../. • - 4)Provide adequate drainage to prevent water ponding. . . .' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. fl Ir 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 -7, AAOREGON fit between the bottom chord and any other members,with BCDL=10.Opsf. / -`7,9Y O\� 1'`� 7)A plate rating reduction of 20%has been applied for the green lumber members. Q 1 4, 2 �PT 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)1=525, R R 1 L,' 9=525. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12-31-2019 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 November 17,2017 � I � AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 rev.10/032015 BEFORE USE. mgt. 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 MiTeIC 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 braang of trusses and truss systems,see ANSIITPII 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 Mission Homes K3937175 B1703896 A10 California 1 1 Job Reference joptionallj Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:36 2017 Page 2 ID:NIgG52xYdPybOrC?3CO3zxylJBC-fHoBaAesPmiVgefo4bdUraas7slWFwgPgbs?UnyIGXP NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)189 lb down and 249 lb up at 14-10-15,72 lb down and 45 lb up at 15-7-4, 146 lb down and 118 lb up at 17-7-4,220 lb down and 203 lb up at 19-6-8,146 lb down and 118 lb up at 21-5-12,and 72 lb down and 45 lb up at 23-5-12,and 189 lb down and 249 lb up at 24-2-1 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,6-9=-64,1-16=-20,11-15=-20,9-10=-20 Concentrated Loads(Ib) Vert:5=-106 23=-72 28=-72 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10N32015 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,note 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 braang MiTek° is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII 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 Mission Homes K3937176 B1703896 All California 1 1 Job Referenceeloptional)- Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:38 2017 Page 1 ID:NloG52xYdPybOrC?3CO3zxylJBC-cgwx?sg7xNyD4xpBB0tyw?gDNg1xJswhHuL5YfyIGXN 12-3-9 28-4-2 5-3-0 10-6-0 1-11-6 17-0-12 22-0-4 26-9-7 __. 27110 33-8-9 39-1-0 I.._ 5-3-0 �__- 5-3-0 -_- 115-6 If- 4-9-3 -_-_- 4-11-9 _..-I _. 4-9-3 0-4-3 5-4-7 __-_.5-4-7 - -I 5-3-0 0-4-3 1-2-8 Scale=1:68.8 5x10 G 5x12 3x4 - 3x4 3x4 I I 4 3 24k 2_ 5 4) 0 06 9 J0 31 3x4 I I 7.00�2 3x4 i 22 32 3x4 2 9 ro 21 33 d ^ 34 r= 20 10 1 1 -' 18 s"a/V\ i%:S, -35- _____ 36 _ r' 37--- _.-_38_.. 2 4x8 - 19 - -- - 8x12 -_= 11 4x8 = 2x4 I I 17 16 3x4- 14 13 2x4 H 2x4 i i 2x4 II 5x10 == 8x8 = 8x12 _ 5-3-Q - 1044. 19-6-8 I _.. ___27-1-10_--_.- 3�-2i ---.338-9_..-. 39-1-0._ --H Plate Offsets 5-3-0 ___ - 5-3-0 -.}115-6}-_-- - 7-7-2 --. 7-7-2 1-2-8 5-4-7 - _- 5-4-7 sets(X,Y)-- [1:0-8-8,0-0-7],[2:0-1-12,0-1-8],[4:0-2-4,0-2-4],[7:0-2-12,0-2-8],[9:0-1-12,0-1-8],[10:0-8-8,0-0-7],[12:0-5.4,0-3-8],[14:0-1-15,0-3-8],[16:0-48,0-2-12], [18:0-5-8,0-3-8] LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.23 15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.49 15-16 >950 180 TCDL 7.0 Rep Stress Ina: YES WB 0.89 Horz(CT) 0.23 10 n/a n/a BCLL 0.0* Code IBC2015/TPI2014 (Matrix) Weight:245 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-2 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G*Except* 2-0-0 oc purlins(3-9-10 max.):4-7. 3-17,8-13:2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 5-16,6-14 16-18,12-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=1750/Mechanical,10=1750/Mechanical Max Horz 1=201(LC 47) Max Uplift 1=-493(LC 12),10=-493(LC 13) Max Gray 1=2304(LC 30),10=2304(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-20=-4058/916,20-21=3896/917,2-21=-3776/928,2-22=-3287/869,3-22=-3116/889, 3-4=-3134/964,4-23=-2328/763,23-24=-2329/763,24-25=-2330/764,5-254-2333(763, 5-26=-2746/887,26-27=-2746/887,27-28=-2746/887,6-28=-2746/887,6-29=-2337/764, 29-30=-2334/765,30-31=-2333/764,7-31=-2332/764,7-8=-3083/957,8-32=-3083/887, 9-32=-3259/866,9-33=-3765/928,33-34=-3891/916,10-34=-4053/915 BOT CHORD 1-19=-815/3362,18-19=-815/3362,3-18=-417/239,16-35=-621/2767,35-36=-621/2767, 15-36=-621/2767,15-37=-621/2736,37-38=-621/2736,14-38=-621/2736,13-14=-107/257, 8-12=-422/263,11-12=-724/3356,10-11=724/3356 4-0 WEBS 12 a4=439/245471812=-486/2013,9-12==-800/252,5-16=-989/332,6-14=-984/330' \�<C�NGi PE s/O NOTES- �� 2� 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS �' :9200PE r (envelope)automatic zone and C-C Exterior(2)0-0-12 to 3-11-10,Interior(1)3-11-10 to 6-5-1,Exterior(2)6-5-1 to 11-11-6,Interior(1) 17-5-11 to 21-7-5,Exterior(2)27-1-10 to 39-0-4 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=1.1 :- 3)Unbalanced snow loads have been considered for this design. Q 4)Provide adequate drainage to prevent water ponding. 7, A_OREGON. 4/ 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 will �O_t r 14, 2. Q`"1- fit between the bottom chord and any other members,with BCDL=10.Opsf. iliLR) 7)A plate rating reduction of 20%has been applied for the green lumber members. `"'R R 1 0- 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)1=493, EXPIRES: 12-31-2019 10=493. Continued on page 2 November 17,2017 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 braang 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. Corona,CA 92880 M Job Truss Truss Type Qty Ply Mission Homes K3937176 B1703896 All California 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:38 2017 Page 2 ID:NlgG52xYdPybOrC?3CO3zxyIJBC-cgwx?sg7xNyD4xpBBOfyw?gDNg1 xjswhHuL5YfyIGXN NOTES- 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)101 lb down and 56 lb up at 12-4-1,81 lb down and 64 lb up at 13-7-4,153 lb down and 125 lb up at 15-7-4,151 lb down and 125 lb up at 17-7-4,188 lb down and 171 lb up at 19-6-8,151 lb down and 125 lb up at 21-5-12,153 lb down and 125 lb up at 23-5-12,and 81 lb down and 64 lb up at 25-5-12,and 101 lb down and 56 lb up at 26-8-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-7=-64,7-10=-64,1-18=20,13-17=-20,10-12=-20 Concentrated Loads(Ib) Vert:23=-18 24=-64 27=-64 30=-64 31=-18 • 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 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 Y building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent braang 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 ANSIITPl1 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 MIL Job Truss Truss Type Qty Ply Mission Homes K3937177 B1703896 Al2 Roof Special 1 1 Job Reference o.tionai) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12.39 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-4sUJCCgIih44h5ONIjABTCCJx4KRSJ6rVVy5f56yIGXM 5-0-14 10-6-0 16-5-6 19-.5-J { 22e4-12 28_4.2 34-0-2 39-1-0 E 5-0-14 ----. } ____5-5-2 - – 5-11-6 _.. i 2-11-11 .... 2-11-11 -}.–_ -.. 5-11-6 __–f. 5-8-0 1 5-0-14 --{ Scale=1:67.8 4x12 = 5x12 - 4x12= k _...17„ 11---279 0 24,<, 213, 3 4 4. 3,1..... 04 -. E. _. ...--_ �._—.._A0-5. ..Al „T2 ,136 M 35,36 E bit _... ... ��- .d. `- _D 41 /mi OD 14 8---------__. -_._—._ -w.- —__.—_ _----- '0 16 15 - -- -----_------- —.-- -- ---- ---- -- 9 8 5x6 = 13 12 11 8x12= 5x6= 8x12 = 5x12 --- i 5-0-14 _I ___-10-6-0I _19-_5,1_ I ....----_.28-4-2 i------.34-0-2 ------+----19 ------I 5-0-14 5-5-2 8-11-1 8-11-1 5-8-0 5-0-14 Plate Offsets(X,Y)— [2:0-3-12 0-1-12].[4:0-6-0.0-3-0].[6:0-4-12,0-1-121,18:0-3-0,0-3-01.[10:0-5-8 0-3-8],[12:0-6-0,0-1-12],[14:0-5-8.0-3-81.[16:0-3-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) 0.23 12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.65 11-12 >721 180 TCDL 7.0 Rep Stress Ina YES WB 0.89 Horz(CT) 0.15 8 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:250 lb FT=10% BcDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(2-10-13 max.):1-7, except end verticals. BOT CHORD 2x4 DF No.1&Btr G'Except" BOT CHORD Rigid ceiling directly applied or 6-8-2 oc bracing. 3-13,5-11:2x4 DF Std G WEBS 1 Row at midpt 2-16,12-14,4-14,10-12,4-10,6-8 WEBS 2x4 DF Std G*Except* 12-14,10-12:2x4 DF No.1&Btr G REACTIONS. (lb/size) 16=2198/Mechanical,8=2158/Mechanical Max Horz 16=-228(LC 26) Max Uplift 16=-1093(LC 6),8=-1059(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-3041/1539,20-21=-3041/1539,21-22=-3041/1539,3-22=-3041/1539, 3-23=-3019/1529,23-24m_3019/1529,24-25=3019/1529,25-26=3019/1529, 4-26=-3019/1529,4-27=-3024/1516,27-28=-3024/1516,28-29=-3024/1516, 29-30=-3024/1516,5-30=3024/1516,5-31=-3046/1526,31-32=-3046/1526, 32-33=-3046/1526,6-33=3046/1526 BOT CHORD 15-16=-1017/1783,14-15=-1017/1783,3-14=-674/490,5-10=-654/471,9-10=-908/1757, 8-9=-908/1757 WEBS 2-16=-2656/1314,2-15=0/260,2-14=-830/1757,12-14=1498/3173,4-14=-465/103, 4-12=-284/397,10-12=-1499/3172,4-10=-432/90,6-10=-829/1765,6-9=0/267, 6-8=-2617/1279 NOTES- `(,��� P R OF�ss 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS �Co �-%GI NEF9 /� (envelope)automatic zone and C-C Exterior(2)0-1-12 to 4-0-11,Interior(1)4-0-11 to 35-0-5,Exterior(2)35-0-5 to 38-11-4 zone; — ?i cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; �/ 9 Lumber DOL=1.60 plate grip DOL=1.60 92(: )1D . r' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q (r 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 yL 4 OREGON fit between the bottom chord and any other members. 1 7)A plate rating reduction of 20%has been applied for the green lumber members. <O '9 y /4 (1° 8)Refer to girder(s)for truss to truss connections. r �P R 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �` R I L� 16=1093,8=1059. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12-31-2019 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 November 17,2017 . 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 leg14 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 Millet(' 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/7P11 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 Mission Homes K3937177 B1703896 Al2 Roof Special 1 1 —-- Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:39 2017 Page 2 I D:NIciG52xYdPybOrC?3CO3zxyIJBC-4sUJCCgIih44h5ONIjABTCCJx4KRSJ6rWY5f56y1 GXM NOTES- 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)182 lb down and 217 lb up at 1-7-4,180 lb down and 217 lb up at 3-7-4, 180 lb down and 217 lb up at 5-7-4,180 lb down and 217 lb up at 7-7-4,180 lb down and 217 lb up at 9-7-4,180 lb down and 217 lb up at 11-7-4,149 lb down and 123 lb up at 13-7-4,149 lb down and 123 lb up at 15-7-4,149 lb down and 123 lb up at 17-7-4,188 lb down and 171 lb up at 19-6-8,149 lb down and 123 lb up at 21-5-12,149 lb down and 123 lb up at 23-5-12,149 lb down and 123 lb up at 25-5-12,176 lb down and 208 lb up at 27-5-12,176 lb down and 208 lb up at 29-5-12,176 lb down and 208 lb up at 31-5-12,176 lb down and 208 lb up at 33-5-12,and 176 lb down and 208 lb up at 35-5-12,and 178 lb down and 208 lb up at 37-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-64,14-16=-20,11-13=-20,8-10=-20 Concentrated Loads(Ib) Vert:4=-64 17=-91 18=-91 20=-91 21=-91 22=-91 23=-91 30=-81 31=-81 32=-81 33=-81 35=81 36=-81 ®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 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 Mission Homes K3937178 B1703896 A13 ROOF SPECIAL GIRDER 1 2 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:41 2017 Page 1 I D:NlgG52xYdPybOrC?3CO3zxyIJ BC-OFb4dti?E I KoxPXms8DfYdInct5nwGw8_sam9yIGXK 1___-- 5-3-0 _.. {..-____-.10-6-0 -- _ 14-11,9 __-__i _ 19-5-1_.. I __13-10-9 _4-.-_.28-4,2- ---,33-10-5_ I __.. _39-1d1____.__.-.h 5-3-0 5-3-0 4-5-8 4-5-8 4-5-8 4-5-8 5-6-4 5-2-11 Scale=1:67.8 4x8- 3x8 =- 5x6=- 3x8 -' 4x8=- 21w 22aa 221. 2i 25, 3 d_.. 7... 4 41 n 5' is. aa6 31 3R A3 7 A4 X35 „8 36 X37 n38 90 �c� �`a R. N V :� ,Y, X11 M_ �1:,. 4°, _, .. Ell LB --_--n0 -- n0-__-_� 18� RC 110_ • 'ELL .nn .. 10 or __ -Ilr . II1_.-_ nfi 2 20 _39 40 19 41 42 43 52 53 11 54 55 56 6x160 6x6 =- LUS24 LUS24 LUS24 17 44 45 1646 47 t5 48 14 49 50 51 13 LUS24 LUS24 LUS24 LUS24 LUS24 8x12=- 5x8 LUS24 4x8 LUS24 5x10 = 8x12 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 h ,r`.-3-Q._._----I_. __. 10-6-0 _-..1___. 14-11-9 .--- f ___-_19_5-L____ 1 _ 23-10-9 x..,._28-4-2_.._--I _ _.33-105.---..f_.__ 39-1-0 __1 5-3-0 5-3-0 4-5-8 . 4-5-8- 4.5-6 4-5-8 _ 5-6-4 _ 5-2-11 PI. - •--- 2•r 1-1 ' 1-8 :0- r 0- l 8:0- -8 0- -8 10.0-3-0 r _:0- 1 0-4 r 14.1 -1_ r -8 6:0- 0- : 18:/-5-1_ I - r 0:0 r 0-4-4 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) 0.33 15 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.50 Vert(CT) -0.53 15 >886 180 TCDL 7.0 Rep Stress Incr NO WB 0.68 Horz(CT) 0.11 10 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Wei 9 BCDL 10.0 ht:521 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(5-6-1 max.):1-9, except end verticals. BOT CHORD 2x6 DF No.2"Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-17,7-13:2x4 DF Std G 8-7-8 oc bracing:15-16 WEBS 2x4 DF Std G"Except` 8-7-7 oc bracing:14-15. 16-18,12-14:2x4 DF No.1&Btr G REACTIONS. (lb/size) 20=2862/Mechanical,10=2880/Mechanical Max Horz 20=-162(LC 4) Max Uplift20=-1831(LC 4),10=-1838(LC 5) Max Gray 20=2926(LC 31),10=2939(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-23=-6046/3615,23-24=-6046/3815,24-25=-6046/3815,3-25=-6046/3815, 3-26=-6002/3787,26-27=-6002/3787,4-27=-6002/3787,4-28=-6600/4162, 28-29=-6600/4162,5-29=-6600/4162,5-30=-6600/4161,30-31=-0600/4161, 6-31=-6600/4161,6-32=-6106/3853,32-33=-6106/3853,7-33=-6106/3853, 7-34=-6149/3880,34-35=-6149/3880,35-36=-6149/3880,8-36=-6149/3880 BOT CHORD 20-39=-2311/3598,39-40=-2311/3598,19-40=-2311/3598,19-41=2311/3598, 41-42=-2311/3598,42-43=-2311/3598,18-43=-2311/3598,3-18=421/395, 17-44=-162/252,44-45=162/252,16-45=-162/252,16-46=-3982/6260,46-47=-3982/6260, 15-47=-3982/6260,15-48=3991/6288,48-49=-3991/6288,14-49=-3991/6288, 14-50=-162/254,50-51=1621254,13-51=-162/254,7-12=-446/416,12-52=-2253/3557, QED PROFF S 52-53=-2253/3557,53-54=-2253/3557,11-54=2253/3557,11-55=-2253/3557, s 55-56=-2253/3557,10-56=-2253/3557 eco ENGINE fig /e, WEBS 2-20=-4435/2779,2-19=63/436,2-18=1961/3066,16-18=-3866/6079,4-18=-348/227, ,N? Y,9 4-16=-676/598,4-15=-345/521,5-15=-523/485,6-15=310/464,6-14=-682/600, 12-14=-3874/6105,8-12=2009/3140,8-11=-81/461,8-10=-4448/2786 89200PE �" NOTES- ' /v .. -*---- 1) 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: - Top chords connected as follows:2x4-1 row at 0-9-0 oc. CO Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc. '9G A_OREGON�� �4/ Webs connected as follows:2x4-1 row at 0-9-0 oc. -.74), 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 ply ,/O 14, 2� t�� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. M 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS FR R I1- (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 EXPIRES: 12-31-2019 5)Provide adequate drainage to prevent water ponding. ' Continued on page 2 November 17,2017 er A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 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 ANSKTPI1 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 1Truss Type Qty Ply Mission Homes K3937178 B1703896 A13 ROOF SPECIAL GIRDER 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:41 2017 Page 2 ID:NleG52xYdPybOrC?3CO3zxyIJBC-OFb4dti?EI KoxPXms8DfYdlnctSnwGwS_sam9_11GXK NOTES- 6)All plates are 2x4 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*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. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)20=1831,10=1838. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 1-7-4 from the left end to 37-5-12 to connect truss(es)to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)193 lb down and 120 lb up at 1-7-4,193 lb down and 120 lb up at 3-7-4, 193 lb down and 120 lb up at 5-7-4,193 lb down and 120 lb up at 7-7-4,193 lb down and 120 lb up at 9-7-4,204 lb down and 153 lb up at 11-7-4,226 lb down and 176 lb up at 13-7-4,227 lb down and 178 lb up at 15-7-4,228 lb down and 180 lb up at 17-7-4,225 lb down and 178 lb up at 19-6-8,228 lb down and 180 lb up at 21-5-12,227 lb down and 178 lb up at 23-5-12,226 lb down and 176 lb up at 25-5-12,206 lb down and 155 lb up at 27-5-12,190 lb down and 117 lb up at 29-5-12,190 lb down and 117 lb up at 31-5-12,190 lb down and 117 lb up at 33-5-12,and 190 lb down and 117 lb up at 35-5-12,and 190 lb down and 117 lb up at 37-5-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-9=-64,18-20=-20,13-17=-20,10-12=-20 Concentrated Loads(Ib) Vert:15=53(B)5=-106 21=-41 22=-41 23=-41 24=-41 25=-41 26=-61 27=-109 28=-109 29=109 30=-109 31=-109 32=-109 33=-66 34=-40 35=-40 36=-40 37=-40 38=-40 39=-71(B)40=-71(B)41=-71(B)42=-71(B)43=-71(B)44=-50(B)45=-50(B)46=-50(B)47=-50(B)48=-50(B)49=-50(B)50=-50(B)51=50(B)52=-77(B)53=-77(B) 54=-77(B)55=-77(B)56=-77(B) Ia A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. illit 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 verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the '.. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 IPly Mission Homes K3937179I B1703896 601 FINK 1 1 1 _. Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:42 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-UR9SrDjd?cStYZ6yQskusrq?KHWdfgkHCWJJhQyIGXJ r1.0.0_.__ —_.__.--._9-8-12 -.. -_..._10/0p1 13-2-8_..-_-{---16.4-13. 4_. ._12-5-8__...-2_4_-81 1-0-0 9-8-12 0-3-7 3-2-5 3-2-5 3-0-11 1-0-0 4x4 = Scale=1:53.6 PER ICC CODES(IRC/IBC),TPI 1 AND REFERENCED BCSI, 9 FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE lop :iSiTALLE30D ADJACENT9.00 TO SCISSOR TRUSSES. 8 10 4x62. 3279 � 12 6 � 5 - a 4x4-, 4 �i 13 O1 31 3 6x8 = 2 4x12 11 14 Z2 rg 3x6116 24 23 22 21 20 19 3x4= 3x4 =_ ._—_11r-15-_..._—.._ - __.._+-_____ 15-4-1 -f--____ 19-5-8 _. -1 11-0-15 ___-- 4-3-2 --4-1-7 _Plate Offsets(X.Y)- [14:0-3-8,0-2-01,[24:0-4-4.0-1-8].[25:0-1-4,0-1-01,[26:0-1-4.0-1-0J.128:0-1-4.0-1-01.[29:0-1-4,0-1-01 _ _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defi Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 17-18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(CT) -0.03 17-18 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.20 Horz(CT) -0.01 24 n/a n/a BCLL 0.0` Code IBC2015/TP12014 (Matrix) Weight:152 lb FT=10% BCDL 19.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 OF No.1&Btr G end verticals. WEBS 2x4 DF Std G`Except` SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-19,2-24:2x6 DF No.2 JOINTS 1 Brace at Jt(s):25,26 REACTIONS. All bearings 7-5-0 except(jt=length)16=0-5-8. (Ib)- Max Horz 16=248(LC 9) Max Uplift All uplift 100 lb or less at joint(s)21,22,23 except 24=-126(LC 10),20=155(LC 10),16=-171(LC 11) Max Gray All reactions 250 lb or less at joint(s)24,20,21,22,23 except 19=685(LC 19),16=621(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-270/444,10-11=228/414,11-30=215/403,12-30=-220/399,12-13=-579/271, 6-32=187/310,7-32=-177/312,7-8=-2281367,8-9=-256/413 BOT CHORD 18-19=-85/616,17-18=-114/406,16-17=-204/532 WEBS 19-28=799/96,25-28=-774/106,25-27=-751/113,26-27=-687/104,26-29=-627/79, 12-29=-620/79,9-27=-468/239,18-27=-280/98,12-18 /368,13-16=-616/142 NOTES- 1)fMnd:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 1-8-12,Interior(1)1-8-12 to 6-8-12,Exterior(2)6-8-12 to 9-8-12,Interior(1) 12-8-12 to 17-5-8 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 GEED PR OFF 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 �'CL nss 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��� VNG4 N EF'T X029 non-concurrent with other live loads. 4)All plates are 2x4 MT20 unless otherwise indicated. .92, 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 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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)21,22,23 except 0 ct- (jt=lb)24=126,20=155,16=171. '9 A_OREGON ,,,L'`,. 4/ 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. l� "�,9 2�'\ 1 o y14, P ' RRILL 0 EXPIRES: 12-31-2019 November 17,2017 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. mit 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 WRAC 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 system,see ANSI/TPN Quality Criteria,DSB-59 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 I Truss Type Qty Ply Mission Homes K39371801 B1703896 B02 ROOF SPECIAL GIRDER 1 3 Job Reference Optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:44 2017 Page 1 I D:NIgG52xYdPybOrC?3CO3zxylJBC-QpHCFvkuXDiNosGLYHmMAGwES54Z7ZIaggoQmJyIGXH I--2-5-8 I -_._.. 6-1-2 _--+ 9-8-12_--._---1—_-__ 13-4-6 _ .H 3!71°- 7-0-0 1 _19-5-8_.4MnSi 2-5-8 3-7-10 3-7-10 3-7-10 3-7-f0 2-5-8 1-0-0 4x8 II Scale=1:56.5 4 Potshelf to 2'-6"max.to 9.00�1y 4x6 ii gx8�� supportup to 30 PSF. 3 5 �+ . VERTICAL SUPPORT OF FREE END OF CHORD IS REQUIRED. •1 4x8"i 2 4x8 Q 6 l i 'I. bimin Ili ��a F Illy 11. 111— 111__. _ ffi__ if i II ist,1r { __ `� 6 Id1 4: -12 11 HUS26 10 9 ,,ft �'� 28 29 30 2x4 II 31 32 6x6 --- 3x6 5x8 II -� 3x6 II 8x8= 2x4 I I 8x8= 2x4 10x10 = 8x8 II 10x10 --=-"Special 2x4 11 HUS26 HUS26 HGUS26-2 2x4 4.00 L12 7-8-12 1_. 255 1 31-8-4.412+ 6-1-2---1 7fi-01 1 9-5-0 B-B-12 11.8-12 _f 13;4-1-80 13-4-8 1 15-0-12 117-0-0 1.._._185-8 -1 255 2-4-6 13-1d 1-8-4 2 2-0-0 1-7-10 2-6 134 25-8 0-3-12 Plate Offsets(X,V)-- [1:0-2-1,Edge],[1:0-6-0,0-8-8],[2:0-2-12,0-2-0],[3:0-1-8,0-2-0],[5:0-2-0,0-1-8],[6:0-2-8,0-2-0],[9:0-2-8,0-2-8],[10:0-3-0,0-4-4],[12:0-3-9,0-4-12],[13:0-4-0 .0-5-0] LOADING(psf)550 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.16 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.62 Vert(CT) -0.33 11-12 >710 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.21 7 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix-M) Weight:450 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 2x6 DF 2400F 2.0E'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-9:2x4 DF Std G JOINTS 1 Brace at Jt(s):13,12 WEBS 2x4 DF Std G*Except* 4-11:2x4 DF No.1&Btr G SLIDER Left 2x4 DF Std-G 3-1-6,Right 2x4 DF Std-G 2-8-15 REACTIONS. (lb/size) 1=9948/0-5-8,7=7245/0-5-8 Max Horz 1=-235(LC 27) Max Uplift1=-3741(LC 30),7=-3937(LC 33) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-12854/4908,2-3=-13746/5363,3-4=-9635/3945,4-5=-9634/4067,5-6=-12369/6315, 6-7=-9270/4970 BOT CHORD 13-28=-5220/13970,28-29=-5115/13970,12-29=-4834/13970,12-30=-3852/11024, 30-31=-3361/11024,11-31=-3337/11024,11-32=-4137/9900,10-32=-4377/9900, 9-10=5640/11198,6-9=-1287/2725,7-9=-0029/11328,1-33=-5820/14741, 13-33=-5801/15248 WEBS 3-12=1279/6088,3-11=5216/1280,5-11=-3485/2216,5-10=-2430/3957,6-10=-1407/856, 4-11=-3982/11280,2-13=-1703/5585,2-12=-3288/980 NOTES- ��,e‘to�NG,F'RQFk-ss 1)na \c, INEF9 X02 2)3-ply truss to be connected together with 10d(0.120"x3")nails as follows: +� Top chords connected as follows:2x4-1 row at 0-7-0 oc. Q� -9 Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc,2x4-1 row at 0-9-0 oc. $92 OO P E Webs connected as follows:2x4-1 row at 0-9-0 oc. 3)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 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS t7 Cr' (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 -y OREGON L(/ 5) TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 L/ 2j� O,\ 6)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs o 1- 14, 2 P R'L4 non-concurrent with other live loads. /14 - 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. F L 8)*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 9)A plate rating reduction of 20%has been applied for the green lumber members. Continued on page 2 November 17,2017 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 911.7473 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 Mu a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1 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 braang of trusses and truss systems,see ANSIfTP11 Quality Criteria,OSB-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 yp Qty Ply Mission Homes B1703896 B02 I ROOF SPECIAL GIRDER 1 4 K3937180 `� Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:44 2017 Page 2 I D:NIgG52xYdPybOrC?3CO3zxyIJBC-QpHCFvkuXDi NosG LY HmMAGwES54Z7ZlaggoQmJylGXH NOTES- 10)Bearing at joint(s)1,7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=3741,7=3937. 12)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-5-8 for 150.0 plf. 13)"Pin all pitchbreaks"Member end fixity model was used in the analysis and design of this truss. 14)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 3-6-4 from the left end to connect truss(es)to back face of bottom chord. 15)Use Simpson Strong-Tie HUS26(14-16d Girder,4-16d Truss)or equivalent at 5-4-12 from the left end to connect truss(es)to back face of bottom chord. 16)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 7-4-12 from the left end to 9-4-12 to connect truss(es)to back face of bottom chord. 17)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent at 11-4-12 from the left end to connect truss(es)to back face of bottom chord. 18)Use Simpson Strong-Tie HGUS26-2(20-16d Girder,8-16d Truss)or equivalent at 13-3-15 from the left end to connect truss(es)to back face of bottom chord. 19)Fill all nail holes where hanger is in contact with lumber. 20)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1609 lb down and 364 lb up at 1-6-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 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=-64,9-13=-20,9-24=-20,13-20=-20 Concentrated Loads(Ib) Vert:10=2860(B)28=1616(B)29=-2633(B)30=-2354(B)31=-2284(B)32=-2138(B)33=-1609(B) AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 51I1-7473 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 ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component i250 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 Mission Homes K3937181 B1703896 iC01 GABLE 1 1 I Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 1712:12:45 2017 Page 1 I D:NIgG52xYdPybOrC?3CO3zxyIJBC-vOraTFI W IXgDPOrX5_HbiTS Wq UZ2s BKjuUYzIIyIGXG 0.4141.._---- 9-9-t2 ----..._.. -__. _.-..___..19-7-8 - ------- --_?0-7$I 1-0-0 9-9-12 9-9-12 1-0-0 I 4x4 = Scale=1:51.2 ! PER ICC CODES(IRCABC),TPI 1 AND REFERENCED BCSI, 9 FLAT BOTTOM CHORD GABLE TRUSSES ARE NOT TO BE INSTALLED ADJACENT TO SCISSOR TRUSSES. 810 r 1 9.00 F12 ic15/77/ N 16 � I- - --- --1 _o�o�oo�o�o� -.vvvvv - _ _ d 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 8x8= 3x4= 3x4= 8x8 = — ---- —_.19-7-8 -. —.. 19-7$ —_-- Plate Offsets(X.Y)- 118:Edge,0-6-31.[32;Edge.0-6-3] 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 0.11 Vert(LL) 0.00 17 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 17 n/r 120 TCDL 7.0 Rep Stress'nor YES WB 0.21 Horz(CT) 0.00 19 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:147 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, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:31-32,18-19. REACTIONS. All bearings 19-7-8. (Ib)- Max Horz 32=-256(LC 8) Max Uplift All uplift 100 lb or less at joint(s)32,18,25,26,27,28,29,30,24,23,22,21,20 except 31=-125(LC 10),19=-116(LC 11) 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. BOT CHORD 31-32=-253/247 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Comer(3)-1-0-0 to 1-9-12,Exterior(2)1-9-12 to 6-9-12,Comer(3)6-9-12 to 9-9-12,Exterior(2) 12-9-12 to 17-7-8 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=1.1 �Ep PR OFF 4)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs \���NG N E�n OA, non-concurrent with other live loads. 7 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. 4, 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 9200 P r 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. 10)*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. 0 CC 11)A plate rating reduction of 20%has been applied for the green lumber members. -r! �"OREGON 4/12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)32,18,25,26,27, L X7 9 N� 28,29,30,24,23,22,21,20 except(jt=lb)31=125,19=116. }'t�1 4, ZO P� 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. /A"Fri R I 1A- EXPIRES: 12-31-2019 November 17,2017 r..... A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfrPl1 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 Mission Homes 1(3937182 B1703896 CO2 HOWE 1 3 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:47 2017 Page 1 I D:NIciG52xYdPybOrC?3CO3zxy I J BC-rOzLuxnmg84x(K?wDPK3ouYngl7oK?8OMo14Ney1GXE r1-0-01 _ 2-5-8 4. 6-1-10 _I 9-9-12 _ l_ _13,514____ SI _ -2-0 19-7-8 __ 1-0-0 2-5.8 3-8-2 3-8-2 3-8-2 - -_ 3-8-2 2-5-8 4x8 I I Scale=1:53.5 6 lill _ 3x6'i 3.6,,••,,,9.00 12 5 7 ,r N1 • 3x4 i 3x4'� 4 8 3x10-i 4 ti 9 3 10 2 `%a _ !�' 'kilo ,a rll ,211 _. _ 'IR it s2B 2�. 'tel 1e lo i 20 13_ 21 95 22 13 24 23 4x12 Q Ca 8x12= 576 6x6-= HUS26 8x8=- 6x6 = 5x6= 8x12 = HGUS26-2 1-11.1526 HUS26 Special 4.00 12 L_-__2,5,8.__..±3-9-12 —6,1-11, --_7412._1...9-9-12_11-9-12 {13544+_..15-9-12 +17-2-0 19-7-8 __.d 2-5-8 144.—._2-3-14... 1-8-2 . r0-0 2-0-0 1-8-2 2-3-14 _AAA_' 2-5-6 Plate Offsets(X,Y)-- [2:0-0-14,Edge],[2:0-8-10,0-1-8],[4:0-1-8,0-1-8],[5:0-2-8,0-1-8],[7:0-1-12,0-1-8],[8:0-1-8,0-1-8],[10:0-0-12,Edge],[11:0-3-0,0-3-4],[13:0-2-0,0-4-8],[15:0-4-0 .0-4-121[17:0-3-0,0-4-4[19:0-3-0,0-3-4] _ _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.09 16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.19 16 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.63 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:487 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 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G•Except° JOINTS 1 Brace at Jt(s):17,15,13,19,11,20,21,22,23 2-10,6-15:2x4 DF No.1&Btr G SLIDER Left 2x4 DF Std-G 1-6-15,Right 2x6 DF No.2 2-6-0 REACTIONS. (Ib/size) 10=9912/0-5-8,2=7278/0-5-8 Max Horz 2=226(LC 24) Max Uplift10=-3856(LC 33),2=-3873(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=10211/6069,3-4=-10194/5889,4-5=-10651/5563,5-6=-8413/3611,6-7=-8414/3590, 7-8=11364/4632,8-9=-12780/5114,9-10=-12846/5406 BOT CHORD 18-19=-2214/2071,17-18=-2032/1935,16-17=-1762/2086,15-16=1536/2040, 14-15=-799/2615,13-14=-1050/2683,13-24=-1191/3256,12-24=1419/3453, 11-12=-1637/3592,2-19=-2591/2306,11-25=-1834/3944,10-25=-1978/3874 WEBS 2-20=-2266/6500,20-21=-2254/6465,21-22=-2254/6465,22-23=-2254/6465, 10-23=-2277/6533,5-17=2128/3222,6-15=-3420/9795,7-13=-759/4313, 5-15=2824/1936,7-15=3708/813,4-19=-419/283,4-17=-410/579,8-11=-382/1627, 8-13=603/124,18-20=-640/219,12-23=-986/336 No aEs- �C-.N- N `S"0 2)3-ply truss to be connected together with 10d(0.120"x3")nails as follows: i 4- Top chords connected as follows:2x4-1 row at 0-7-0 oc. .240....,M.: Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 3)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 ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 4)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.607OREGON 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 L/ '' i - "v 6)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs O �' 14, 2 0- non-concurrent with other live loads. V 7)All plates are 2x4 MT20 unless otherwise indicated. SFR R I LA- 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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 EXPIRES: 12-31-2019 fit between the bottom chord and any other members. Continued on page 2 November 17,2017 -- a WARNING-Verity 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 Niel(' 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/TPN Quality Criteria,D5949 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 Mission Homes K3937182 B1703896 CO2 HOWE 1 4 3 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:48 2017 Page 2 I D:NIgG52xYdPybOrC?3CO3zxylJBC-JbXj5HnOaSCoGUa6n6rtK64yPiT13ROAbSmdv4ylGXD NOTES- 10)A plate rating reduction of 20%has been applied for the green lumber members. 11)Bearing at joint(s)10,2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)10=3856,2=3873. 13)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 19-7-8 for 150.0 plf. 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 15)Use Simpson Strong-Tie HGUS26-2(20-10d Girder,8-10d Truss)or equivalent at 6-1-9 from the left end to connect truss(es)to back face of bottom chord. 16)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent at 8-0-12 from the left end to connect truss(es)to back face of bottom chord. 17)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 10-0-12 from the left end to 12-0-12 to connect truss(es)to back face of bottom chord. 18)Use Simpson Strong-Tie HUS26(14-16d Girder,4-16d Truss)or equivalent at 14-0-12 from the left end to connect truss(es)to back face of bottom chord. 19)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 15-11-4 from the left end to connect truss(es)to back face of bottom chord. 20)Fill all nail holes where hanger is in contact with lumber. 21)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1609 lb down and 364 lb up at 17-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(ptf) Vert:1-6=-64,6-10=-64,11-19=-20,2-19=-20,10-11=-20 Concentrated Loads(Ib) Vert:17=-2842(B)15=-2284(B)16=-2178(B)14=-2354(B)12=-1616(B)24=-2633(B)25=-1609(B) 1 9a; A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2016 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. 1 Corona,CA 92880 Job Truss Truss Type Qty Ply Mission Homes K3937183 61703896 D01 DOUBLE FINK 1 1 ----___-_ Job Reference(optional)_-- Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:49 2017 Page 1 I D:NIgG52xYdPybOcC?3CO3zxylJ BC-nn45JdoOLmKfud81 KciMXtJdB56tCozKJp6W BRXyI GXC FBF-- -_.._—_- - --_ 104.4___._ _______ ___-1. -13.8-11 —.__k 115-2-0+16-7-4 1 19-5 -13 2144_.1 1-0-0 10-6-0 3-2-11 1-5-4 1-5-4 2-10-9 1-6-3 Scale=1:53.2 9 4x4-- 8 10 C 7 11 9.00 L12 6 12 5 13 3x6�� Special �, 14 3x4 i I 2: ,■J 312r 3 '11 PPM ��A �P :111 I ;!ti r Y Y w Id Y Di - • ;- �- 35- . -.I 01111°11111- I 3x8= 3x8 15 ii/2 �4 :x12 II , 1► 11 Ilfl. __—.IlIl_-- fl II_ __._an___ ____II d ICA 33 34 19 35 ••�•�•�•�•�•�•�•�•�•�•�•�•�•�•�•� 3x8 9 21 20 18 4x4= 3x8 II 3x4== LUS24 4x6 = LUS24 3x4= 17 16 LUS24 LUS24 LUS24 LUS24 15.8-14 17-5-10 F. 2372 ---630---_-__..i- '..---_10-60_._—_- _ 14-0-3 ,15-2-0: 167<I 1 19-z-5 1 21-0.0 i 2312 3-11-4 4-1-0 36-3 1-1-130-6-16 0-108 1312 1-9-11 9-10-6 Plate ani: il •1.: :d :0-1 :0-1-8 15:0-4-4 0-0-13 :•1 - 1 1-0 1:0- -4 0-1-0 31:0-1-4 0-1-0],132:0-4-8,0-4-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.02 20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.05 18-20 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.27 Horz(CT) -0.01 2 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:189 lb FT=10 BCDL 10.0 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 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* JOINTS 1 Brace at Jt(s):22,23,25,28,30 14-17,3-30,30-31:2x6 DF No.2 WEDGE Left:2x4 DF No.1&Btr-G,Right:2x4 DF Std-G REACTIONS. All bearings 8-9-8 except(jt=length)2=0-5-8. (Ib)- Max Horz 17=244(LC 23) Max Uplift All uplift 100 lb or less at joint(s)15,16 except 2=-164(LC 8), 17=-210(LC 9) Max Gray All reactions 250 lb or less at joint(s)except 2=739(LC 30),17=382(LC 31),15=308(LC 1),16=470(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 9-10=-364/215,10-11=-389/192,11-12=-413/163,12-13=-394/118,13-14=-458/148, 14-15=-325/79,2-3=-847/145,3-4=-390/14,4-5=-357/36,5-6=-357/67,6-7=-381/110, 7-8=-374/158,8-9=-357/201 BOT CHORD 2-21=38/561,21-33=-142/772,33-34=142/772,20-34=-142/772,19-20=-142/772, 19-35=-142/772,18-35=-142/772,17-18=-13/286 WEBS 17-31=-244/361,9-30=-198/318,14-16=-379/94,3-26=-386/237,25-26=-388/239, 25-32=-395/245,21-32=-272/158,18-32=-807/440 ���Ep P R OFFS. NOTES- y �taGINE .9 j0 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS V' ?/ 2)TCLL:(enveASCE 7-10;ope) tic Pf=25.0 psi(flat roof snow);Category II;Exp B;Fully Exp.;Cone;cantilever left and right exposed;end vertical left d right exposed;Lumber DOL=1.60 plate grip DOL=1.60 Q 89200 P E 1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. ri 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 9L OREGON 1(/ fit between the bottom chord and any other members. \ 7)A plate rating reduction of 20%has been applied for the green lumber members. /Q/�:j 4 k 14, 2° 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15,16 except(jt=lb) rR R i L e;,'' 2=164, 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-lie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 EXPIRES: 12-31-2019 from the left end to 12-0-12 to connect truss(es)to front face of bottom chord. Continued on page 2 November 17,2017 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 11111' 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 braang of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Cade Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss T Oty --i- ype Ply Mission Homes K3937183 B1703896 D01 DOUBLE FINK 1 — 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:49 2017 Page 2 I D:NlgG52xYdPybOrC?3CO3zxyI J BC-nn45JdoOLm Kfud8I KgMXtJdB56tCozKJp6WBRXyIGXC NOTES- 11)Fill all nail holes where hanger is in contact with lumber. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)169 lb down and 88 lb up at 2-1-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:9-15=-64,1-9=-64,2-15=-20 Concentrated Loads(Ib) Vert:19=-2(F)17=-2(F)21=-0(F)33=-2(F)34=-2(F)35=-2(F) 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 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 ANSIITPII 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 Mission Homes K3937184 B1703896 D02 Monopitch 11 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 1712:12:49 2017 Page 1 lD:NIgG52xYdPybOrC?3CO3zxyIJBC-nn45Jd00LmKfud8IK6MXtJd 66v1o?zJp6WBRXyIGXC F A20_ ___ ._____8.40- ----1 -. --- 4-2-0 4-2-0 3x4 I I Scale=1:40.3 3 i 9.00 3x4 i 9 2 7 I► All 1 di Irliel".1111111111111.111rm I:s I ea 6 54 78x8 = 4x4= 3x4= F-- _--_-_4-2-0_ -- I $-40_...__.. 4-2-0 - . -._. 4-2-0._- Plate Offsets(X.Y)- [2:0-1-8.0-1-8].[3:0-3-13.0-0-9].j5:0- - 0-1-8 7: d.-0.: _ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.01 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.16 Horz(CT) -0.01 3 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix-M) Weight:52 lb FT=10% BCDL 10.0.. LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=93/Mechanical,7=332/0-5-8,5=245/Mechanical Max Horz 7=283(LC 7) Max Uplift3=-90(LC 7),7=-37(LC 10),5=-117(LC 10) Max Gray 3=122(LC 17),7=333(LC 18),5=268(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-8=-366/88,2-8=-266(100,1-7=-301/112 BOT CHORD 6-7=-280/178,5-6=-129/280 WEBS 2-5=-351/203,1-6=-241260 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)0-1-13 to 3-1-13,Interior(1)3-1-13 to 5-0-11,Exterior(2)5-0-11 to 8-0-11 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=1.1 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 will �- O PR OFk, fit between the bottom chord and any other members. �� GINE Cn 5 5)A plate rating reduction of 20%has been applied for the green lumber members. N F,F q t. 6)Refer to girder(s)for truss to truss connections. 7)Refer to girder(s)for truss to truss connections. n 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,7 except(jt=lb) Q 92 OP f� 7. 5=n all �tirl :✓. r 9)"Pin all pitchbreaks"Member end fixity model was used in the analysis and design of this truss. 10)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 'Li OREGONN� 40 7O -9y 14, 2s' Q`tf` 4,4G- R R I1A-6 EXPIRES: 12-31-2019 November 17,2017 r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITES REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use onlywith MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding 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 Mile 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 ANSIITPI1 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 Mission Homes K3937185 B1703896 E01 GABLE 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:50 2017 Page 1 I D:NIgG52xYdPybOrC?3CO3zxylJBC-FzeTWype63T WWnjVuXtmPX9NYVGHXUvS2mFkzzylGXB 13-8-0 I-1-0-0 f-- —._. 6-4-0 1-0-0 6-4-0 6-0-7 0-19 1-0-0 4x4= Scale=1:35.5 6 I N 59.00 - J43• J 2 10 1 0000A.14 al pi hi al ��\1 dr d .APAI P.NW,1 PA I P.gak •IVA&W VA�.iM& �.���������:MAP�L�..:.VAl, 111:11PAIKV��M� 20 19 18 17 16 15 14 13 12 8x8= 3x6= 3x6 = 8x8 = I-_.-- --- 12-8-0 -- - —__- Plate Offsets(XX). [12:Edge,0-6-31,-[20:Edge.0-6-41 TOL DING(psf)5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 11 n/r 90 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 11 n/r 120 BCLL 0.0 * Rep Stress InaYES WB 0.06 Horz(CT) 0.00 13 n/a n/a BCDL Code IBC20151TP12014 (Matrix) W9 ei ht:81 lb FT=10% 10.0 1 — LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:19-20,12-13. REACTIONS. All bearings 12-8-0. (Ib)- Max Horz 20=-181(LC 8) Max Uplift All uplift 100 lb or less at joint(s)20,12,17,18,15,14 except 19=-114(LC 10),13=-111(LC 11) 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=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 3-4-0,Comer(3)3-4-0 to 6-4-0,Exterior(2)9-4-0 to 10-8-0 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=1.1 4)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ���cD PR Q�css non-concurrent with other live loads. ` 1 CC 5)All plates are 2x4 MT20 unless otherwise indicated. 6)Gable requires continuous bottom chord bearing. \Cj ,tJGINEF9 /O2 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 1-4-0 oc. 'V "V 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q : Job Truss Truss Type Qty Ply Mission Homes K3937186 B1703896 E02 Common 1 1 , - — 1Job Reference_(optionall) - Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:51 2017 Page 1 I D:NIgG52xYd PybOrC?3C 03zxy I J BC-jACsj l gHtN bN7xl hS F O?yki R h vZKGvgcH Q?H W Py I G XA 1-1-0-0 i 64,6 --- -.._ -__._ 12-8-0 -----1 13-8-0 1 1-0-0 6-4-0 6-4-0 1-0-0 4x4 = Scale=1:36.9 3 9.00 r12 !' �!' 10 11 I. 9 ! 12 z 4 5 • 7 8 8x8 6 4x8= 8x8= I-- -.__-- —6-4-0 -----I _ _._- --. 12-8-0 I Plate Offsets(X.Y)— [6:Edge.0-6-31.[8:Edge.0-6-4] 6-4-0 6-4-0 LOADING(psf) 7 TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.03 7-8 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.09 7-8 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:67 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, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=593/0-5-8,6=593/0-5-8 Max Horz 8=-181(LC 8) Max Upliift8=136(LC 10),6=-136(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=-498/97,9-10=-399/104,3-10=-399/116,3-11=-399/116,11-12=399/104, 412=498/97,2-8=-546/233,4-6=-546/233 WEBS 3-7=0/267,2-7=0/343,4-7=0/343 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 3-4-0,Exterior(2)3-4-0 to 6-4-0,Interior(1)9-4-0 to 10-8-0 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Q1G 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C```D PR R 04- s 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 ` tS fit between the bottom chord and any other members. mss. ) ANG I NEF9 "Q 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=lb)8=136, 89200P� 2� 6=136. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. /`' L 4,OREGON ��Q' /O 1J' 14, `1Q 4 MFR R R=- I EXPIRES: 12-31-2019 November 17,2017 A 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 MiTek10 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 lYl t\A[Telma• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the !l fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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 Mission Homes K3937187 B1703896 E03 FINK 1 ----_--- -_ _ --- 3 Job Reference(optional).--- Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:52 2017 Page 1 ID:NlgG52xYdPybOrC?3CO3zxyl J BC-BMmExegvehjEl5ttOyvE VyFfuJnF?CHIV4kr2ryIGX9 -1-0-0_-_._-__ 2$--_____--f-___-- Q--- I -____.-___9--0-2_- _ ----i---__ 12-8-0 1-0-0 3-2-8 3-1-9 3-1-9 3-2-8 4x6 II Scale=1:35.8 4 11 9.00 12 2x4 \\ 2x4// 3 3.8 \� 6 2 ii#11r 1 i 7 111111 ' IN ill 1 u, II lir-- 1 IIIA la OM C-4 I►/ 9 10 8 11 "M 4x8 II 3x4--- HGUS26-2 8x8- HU526 12 5x10 II HUS26 HUS26 1 4-10-5 I _7-0d1-- _F. - 12-8-0 -I 4-10-5 ___. 2-11-6 __ _--..__ 4-10-5 Plate Offsets(X.Y)-- j2:0-4-12.0-0-31.114:0-2-0.0-1-121 [7:0-5-8.Edge].j8:0-4-0.0-4-12] _ __ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.04 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.76 Vert(CT) -0.08 8-9 >999 180 TCDL 7.0 Rep Stress Ina NO WB 0.77 Horz(CT) 0.02 7 n/a n/a BCLL 0.0* Code IBC2015/TP12014 (Matrix) S 10.0 Weight:227 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 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G WEDGE Left:2x4 DF No.1&Btr-G SLIDER Right 2x4 DF Std-G 1-10-9 REACTIONS. (lb/size) 2=3684/0-5-8,7=7554/0-5-8 Max Horz 2=154(LC 7) Max Uplift2=-2146(LC 30),7=-2883(LC 33) Max Gray 2=3766(LC 21),7=7554(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5416/3135,3-4=-5093/2532,4-5=-6320/2601,5-6=-6407/2963,6-7=-6382/3225 BOT CHORD 2-9.-231913905,9-10=-144413593,8-10=-1414/3593,8-11=-1755/4942, 11-12=-2324/4942,7-12=2380/4942 WEBS 3-9=383/473,4-9=-1066/1600,4-8=-1685/5218,5-8=-360/389 NOTES- 1)na 2)3-ply truss to be connected together with 10d(0.120"x3")nails as follows: �� Q P R Q r Top chords connected as follows:2x4-1 row at 0-9-0 oc. fi Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. `CO'� ��G(N fi��1�0 Webs connected as follows:2x4-1 row at 0-9-0 oc. 3)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 ply ,_? ?s connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� 4)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS 89200PE (envelope)automatic zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 /�' 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 -L - 4' 6)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 0 LZ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y AOREGON �C/ 8)*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 L� 4_,qY 20N �� fit between the bottom chord and any other members. Q 7 4 P 9)A plate rating reduction of 20%has been applied for the green lumber members. C� Q� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �`R R 1,-\" 2=2146,7=2883. 11)This truss has been designed for a total drag load of 150 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag EXPIRES: 12-31-2019 loads along bottom chord from 0-0-0 to 12-8-0 for 150.0 plf. Continued on page 2 November 17,2017 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MlI.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,note 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 torebuckling of individual truss web and/or chord members ony.Additional temporary and permanent bracing MiTee 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 bradng of trusses and truss systems,see ANSIITPI1 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 Mission Homes K3937187 B1703896 E03 FINK 1 Job Refereng(optionel)__-_. Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 1712:12:52 2017 Page 2 I D:NIgG52xYdPybOrC?3CO3zxylJ BC-BM mExegvehj EI5ttOyvE VyFfuJ n F?CHI V4kr2ryIGX9 NOTES- 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 13)Use Simpson Strong-Tie HGUS26-2(20-10d Girder,8-10d Truss)or equivalent at 6-1-9 from the left end to connect truss(es)to back face of bottom chord. 14)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 8-0-12 from the left end to 10-0-12 to connect truss(es)to back face of bottom chord. 15)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss)or equivalent at 12-0-12 from the left end to connect truss(es)to back face of bottom chord. 16)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:2-7=-20,1-4=-64,4-7=-64 Concentrated Loads(lb) Vert 8=-2202(B)10=-3417(B)11-2136(B)12=-2380(B) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 res.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/TPD 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 A 'Job , Truss Truss Type Qty Ply Mission Homes 1. K3937188 131703896 F01 GABLE 1 1 Job Reference(optional) 1 Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fd Nov 1712:12:53 2017 Page 1 ID:NIgG52xYdPyb0rC73CO3zxylJBC-gYKc6_rXP_r5NFS3ZgQT19ntpjl_krhvkkU0aly1GX8 13-6-0 -1-0-0 6-3-0 12-2-7_-- 1 1-0-0 6-3-0 5-11-7 0-3- 1-0-0 454 = Scale=1:35.1 8 5 7 9.00 12 I. 8 4 1:1 li ; 3 9 V 10 2 cYXX7CKKXKK XX3�RKXRPJ T2cx-X-x--2cXXXXXXK 20 19 18 17 16 15 14 13 12 8x8 = 3x8= 3x6 - 8x8 -- l..- __._—._ _- __. _—_,.12-6-0 12.6-0 Plate Offsets(X,Y)— 112•Edge,0-6-4j,[20•Edge.O�4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 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 1 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 13 n/a n/a BOLL 0.0 " Code IBC2015/TP12014 (Matrix) Weight:79 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, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 10-0-0 oc bracing:19-20,12-13. REACTIONS. All bearings 12-6-0. (Ib)- Max Horz 20=-179(LC 8) Max Uplift All uplift 100 lb or less at joint(s)20,12,17,18,15,14 except 19n_111(LC 10),13=-108(LC 11) 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(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Comer(3)-1-0-0 to 2-3-0,Exterior(2)2-3-0 to 3-3-0,Comer(3)3-3-0 to 6-3-0,Exterior(2)9-3-0 to 10-3-0 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=1.1 4)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs CEO R OFF non-concurrent with other live loads. 5)All plates are 2x4 MT20 unless otherwise indicated. �'`� nscr 6)Gable requires continuous bottom chord bearing. �NG,N E�'7 /O 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 1 1- 8)Gable studs spaced at 1-4-0 oc. 89200 P E 1" 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)20,12,17,18,15, 'C7 (r- 14 except(jt=lb)19=111,13=108. -j� A-OREGON 1(d 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. L- 470us ta A. O Y 2 P+ 14 , MFRRILL 0 EXPIRES: 12-31-2019 November 17,2017 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use onlywith 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 ANSITTPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Infomration available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 'Job Truss Truss Type Qty Ply Mission Homes I K3937189 B1703896 GO1 GABLE 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:53 2017 Page 1 ID:NlgG52xYdP bbOrC?3CO3zxyIJBC-gYKc8_rXP_r5NFS3ZgOT19ns2ilykr2vkkUOalyIGX6 1 -1-0-0 + ------.4-4-12 8'9'8.___ __.... f -$_@___.1 1-0-0 4-4-12 4-4-12 1-0-0 4x4- Scale=1:28.2 5 6 9.00 112 4 IIIN.: I 1 : H7 v 8 � z a i . 1 1 lig i IN 9 v 4►� _ •4.• •'W� 61''•` v .41•W 16 15 14 13 12 11 10 3x8 11 3x8 11 ----- .._--- ---- 8-9-8 Plate Offsets(X.Y)- [10:0-4-4.0-1-8].[16:0-4-4.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 9 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 9 n/r 120 TCDL 7.0 ert( ) BCLL 0.0* Rep Stress Inc" YES WB 0.03 Horz(CT) 0.00 10 n/a n/a BC DL 10.0 Code IBC2015/TPI2014 (Matrix) Weight:48 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, except BOT CHORD 2x4 DF No.1&Btr G 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 8-9-8. (Ib)- Max Horz 16=139(LC 9) Max Uplift All uplift 100 lb or less at joint(s)16,10,14,12,11 except 15=-101(LC 10) Max Gray All reactions 250 lb or less at joint(s)16,10,13,14,15,12,11 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic zone and C-C Comer(3)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=1.1 4)This truss has been designed for greater of min roof live load of 15.0 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. el% PR OFF 6)Gable requires continuous bottom chord bearing. •(, tS 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 'sCo'� !-GI NEFn s/O 8)Gable studs spaced at 1-4-0 oc. v 7 2 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "/gc -7 10)*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 s9200PE fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 1 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)16,10,14,12,11 except(jt=lb)15=101. ti 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 171• j7 OREGON .411� G/0My 14 20\x"*" FRRIL\- EXPIRES: 12-31-2019 November 17,2017 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 legl° 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 �Y�t\A[Te k° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Il fabrication,storage,delivery,erection and braang of trusses and truss systems,see ANSIITPII 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 r Truss Truss Type Qty Ply Mission Homes K3937190 61703896 G02 Common 1 1 Job Referencetional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:54 2017 Page 1 ID:NIciG52xYdPybOrC?3CO3zxylJBC-81u MKs9Alzy_P1G7NyiaNKOX7dxTHL2zODy6kyIGX7 f--.._-- - -...__. 4-4-12 _ _- - ------. 8_9-L ____.. __- }_._-6�-E__-1 4312 4-4-12 1-0-0 Scale=1:26.7 4x4 9.00 112 II 8x8 8x8 = o CV 6 I/ 7 4x8 5 I- 4-4-12 8-9-8 4-4-12 4-4-12 Plate Offsets(X.Y)- [1:Edge.0-63j.[3:Edge.0-6-3j 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 0.24 Vert(LL) -0.01 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 6-7 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 " Code IBC2015/TP12014 (Matrix) Weight:46 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, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=352/0.5-8,5=435/0-5-8 Max Horz 7=-131(LC 6) Max Uplift7=-68(LC 10),5-105(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-325/89,2-3=-348/98,1-7=-319/126,3-5=-402/203 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft Cat.II;Exp B;enclosed;MVVFRS (envelope)automatic 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. c Q R r 6)A plate rating reduction of 20%has been applied for the green lumber members. `� Op 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) GI NF 61,9 9 5=105. �� N �,7 Q 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,N? 4" Q 89200PE r 7 4/OREGON�a �', /O 4y14, 24 P-�- MFR R I1-‘-�' EXPIRES: 12-31-2019 November 17,2017 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 NI 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 ANSIRPII 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 Mission Homes K3937191 B1703896 HR01 Corner Rafter 1 1 Job Reference(optional)__ Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:54 2017 Page 1 I D:NlgG52xYdPybOrC?3CO3zxylJBC-81u_M Ks9Alzy_P 1 G7NyiaNKub7eaTln2z0 Dy6kylGX7 F. 14-10-11_-_. 14-10-11 Scale=1:364 Special 6 Special 5 Iv 5.53 12 Special 10 4 Special 9 8 :1 s- A Special 3 0000/0/00/00/#1000/0/10/400, 2 P� :1 2-6-15. 24,3 _ 5-9-0 .. _..f _-_.916 __-_ -i-_--.._12-3-3___12-30 5 14-10-11 _._._1 �. .. 2-6-15 0-114 _ 3-0-13 ._ _3-5-6 _. 3-0.13 . .0-0-12. 2843_ 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 0.74 Vert(LL) 0.03 4-5 >999 240 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.00 Vert(CT) 0.04 4-5 >920 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 5 n/a n/a Sax —_ 10.0 Code IBC2015/TPI2014 (Matrix) Weight:23 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-2-7 except(jt=length)3=Mechanical,5=Mechanical. (Ib)- Max Horz 2=251(LC 10) Max Uplift All uplift 100 lb or less at joint(s)except 2-107(LC 6),3=106(LC 10),4-138(LC 27),5=-276(LC 7) Max Gray All reactions 250 lb or less at joint(s)3,4 except 2=345(LC 1),5=590(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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=1.1 3)Unbalanced snow loads have been considered for this design. 4)*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. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,4. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 107 lb uplift at joint 2,106 lb uplift at joint 3, 138 lb uplift at joint 4 and 276 lb uplift at joint 5. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,4. c P R c 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. `[� OFC 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)43 lb down and 24 lb up at 4-10-1, •((<,1ss 26 lb down and 14 lb up at 7-4-7,8 Ib down and 5 lb up at 9-10-14,and 56 lb down and 38 lb up at 12-5-4,and 87 lb down and 69 lb \� �tJGI N EF,9 `r up at 14-10-11 on top chord. The design/selection of such connection device(s)is the responsibility of others. �? ?i 12)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �� 89200 P E LOAD CASE(S) Standard /� 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 �' Uniform Loads(plf) Vert:1-6=-64 Q Lr Concentrated Loads(Ib) -p' OREGON 4/ Vert:6=-65(B)10=-8(B) 7O 4k• 14, 4r 2� P1 MFR R 10-Q' EXPIRES: 12-31-2019 November 17,2017 1 _ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIl7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe 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 Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss T ype Qty Ply Mission Homes � K3937192 B1703896 HR02 Corner Rafter 2 1 Job Reference(optional) _ Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:55 2017 Page 1 ID:NlgG52xYdPybOrC?3CO3zxylJBC-cxSMZgtnxc5pcYcSh5Tx6at4xW_pC11 CC2zVfAyIGX6 012111 — X211 1 0-2-1 9-0-11 Scale=1:27.3 Special 5 9 T2 Specia100111111111111111111111. 4 9 5.53 I1$ Special 7 3 Special �� d 8 2 � 1 d �S 3-6-6 6-7-3 - _.—.... 9-2-11 3-0-13 ..- —.. 2.6-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) 0.03 3-4 >999 240 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.00 Vert(CT) 0.04 3-4 >852 180 TCDL 7.0 Rep Stress Ina NO WB 0.00 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 * Code 1BC2015/TP12014 (Matrix) Weight:14 lb FT=10% BCDJ= _WA 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 Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=122/0-2-7,3=80/0-2-7,4=461/Mechanical Max Horz 2=177(LC 10) Max Uplift2=-5(LC 10),3=-163(LC 27),4=-298(LC 10) Max Gray 2=122(LC 1),3=133(LC 22),4=530(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.1 3)Unbalanced snow loads have been considered for this design. 4)•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. 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2,3. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 2,163 lb uplift at joint 3 and 298 lb uplift at joint 4. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,3. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. PR OFF 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)26 lb down and 14 lb up at 1-8-7, �•`((,``NG�N n O 8 lb down and 5 lb up at 4-2-14,and 65 lb down and 34 lb up at 6-9-4,and 87 lb down and 68 lb up at 9-2-11 on top chord. The F design/selection of such connection device(s)is the responsibility of others. C? ?i 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 89200 P E 91' LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plt) Vert:1-5=-64 Concentrated Loads(Ib) y A_OREGON LV Vert:5=-65(B)7=-8(B) 4- di O'� O Y14, 2 P+ MERRI VA- EXPIRES: EXPIRES: 12-31-2019 November 17,2017 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 14157473 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 verily the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSI3.89 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 Mission Homes K3937193 B1703896 HRA CORNER RAFTER 1 1 _- - l Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:56 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-470knOuPivDgEiBeFo AfoPJ5wJ2xCiLQii2BdyIGX5 I-1-9-9 f 9-7-6 1 __13-0-2 1_ 16-1-8 4 19$-5 22-7-12 4 252,8 H 1-9-9 9-7-6 3-4-12 3-1-6 3-4-13 3-1-7 2-6-12 Special Scale=1:66.9 9 c 5.53 112 Special _ 8 /' Special 13 Special 7 12 6 3x6% 4 . 3x6% c � 34 i 3 3x6% 11 3x6 3x6 3x6 1. 2 '"4 ' 1 r;. d d 0 21 VERTICAL LEGS ARE NOT DESIGNED FOR LATERAL LOADS IMPOSED BY SUPPORTS(BEARINGS). I ----. 9-7-6 ----._._._.._-_.....I 9-7-6 Plate Offsets(x.Y)- 12:0-2-12.0-1-81 13:0-1-4.0-1-81_ —LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) 0.21 2-3 >550 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.00 Vert(CT) -0.30 2-3 >384 180 TCDL 7.0 Rep Stress Incr NO WE 0.04 Horz(CT) -0.07 10 n/a n/a BCLL 0.0* Code IBC2015/TPI2014 (Matrix) Weight:57 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. WEBS 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)9=Mechanical,3=0-3-2,10=0-5-8,5=0-1-8,7=0-1-8. (lb)- Max Horz 6=445(LC 10) Max Uplift All uplift 100 lb or less at joint(s)9,5 except 3=-238(LC 10),8=-100(LC 10),10=-303(LC 10), 7=-102(LC 10) Max Gray All reactions 250 lb or less at joint(s)9,6,5 except 3=393(LC 1),8=318(LC 16),10=448(LC 1), 7=350(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-16/272,4-5=0/277,5-6=-33/327 WEBS 2-10=-448/303 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;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 ll;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)*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. C'� P R c 5)A plate rating reduction of 20%has been applied for the green lumber members. ` o) OFC 6)Refer to girder(s)for truss to truss connections. '` G N 'n 7)Refer to girder(s)for truss to truss connections. \� N 7 Q 8)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity fiP LV tI 2K. of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,7. $9200r: `! 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)9,5 except(jt=lb) /' 3=238,8=100,10=303,7=102. -1 , �` 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,7. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Q CC 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)21 lb down and 16 lb up at 17-8-4, -q4. OREGON t(/ 8 lb down and 5 lb up at 20-2-10,and 56 lb down and 41 lb up at 22-9-1,and 88 lb down and 73 lb up at 25-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. /Q 4 y 14, 2° -N- 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Ilqii R I L\- LOAD CASE(S) Standard EXPIRES: 12-31-2019 Continued on page 2 November 17,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIL7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent 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 ANSIITPII 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 Mission Homes K3937193 B1703896 HRA CORNER RAFTER 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:56 2017 Page 2 ID:NlgG52xYdPybOrC?3CO3zxylJBC-470kn0uPivDgEiBeFo AfoPJ5wJ2xCiLQii2BdylGX5 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-9=-64 Concentrated Loads(Ib) Vert:9=-67(F)13=-8(F) A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI57473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 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 JJob Truss Truss Type Qty Ply Mission Homes K3937194 61703896 HRD CORNER RAFTER 1 1 Job Reference o tional Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fd Nov 17 12:12:56 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-470knOuPivDgEiBeFo AfoPMLwJ2xCwLQii2BdyIGX5 I — -1-9 9 -_-__ ----- _._...... i 3-4-10 Special 3x4% Scale=1:14.9 3 ) 3x4 i Special 6 21011 � 'T 5.53 12 l 5 aOil 1 v 3x6 N ,n 2 w 1 `-‘" 0 d 1 NOT DESIGNED FOR , LOADS MLPOS DLEGSARE BY SUPPORTS(B AR NGS).TERAL 1 4 _. - _ --- 3-4-10 ------ 3-4-10 Plate Offsets(X,V)— 12:0-2-12.0-1-8j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.00 2-3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.00 Vert(CT) -0.00 2-3 >999 180 TCDL 7.0 Rep Stress Ina NO WB 0.02 Horz(CT) -0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:14 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.18 Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-10 oc purlins. WEBS 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical,4=272/0-5-8 Max Horz 3=94(LC 10) Max Uplift3=55(LC 11),4=170(LC 10) Max Gray 3=127(LC 35),4=278(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=278/170 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;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=1.1 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. 8)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity is 0 PR()Fe of bearing surface. S 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) Co 1�GI N4- s/p 4=170. 7 ?j 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,N.Y./ '9 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)73 lb down and 31 lb up at 2-6-3, 89200 P E and 76 lb down and 52 lb up at 3-4-10 on top chord. The design/selection of such connection device(s)is the responsibility of others. • - 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). —L LOAD CASE(S) Standard Q 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 -y A_OREGON Ix A�(/ Uniform Loads(plf) L 4.1 +� Vert:1-3=-64 <O '9)✓ 14, 20 4 ConcentVeedrt:3( F) MRR10- Loads(lb) <:›**EXPIRES: 12-31-2019 November 17,2017 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 NI. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bradng 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 bradng of trusses and truss systems,see ANSI/TPN 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 Qty Ply Mission Homes K3937195 B1703896 J01 Monopitch 7 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:57 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-YKZ7 Mu1TDLXrsmroVVPC?yYrKePgIWUfMScj3yIGX4 -1-3 L i 1-0-0_ --_ -I 1-3-7 1-0-0 Scale=1:9.9 3 7.00 12 2 0111..ij 1 4 I 5 3x8 I I I— 1-0-0 .._ -I LOADING(pet) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.12 Vert(CT) 0.00 5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:6 lb FT=10% t3WL 104— LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=206/0-5-8,4=-10/Mechanical,3=-33/Mechanical Max Horz 5=43(LC 16) Max Uplift5=69(LC 12),4=-26(LC 18),3=-99(LC 18) Max Gray 5=318(LC 18),4=12(LC 5),3=11(LC 8) FORCES. (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=275/160 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic 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=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 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 will � P R r fit between the bottom chord and any other members. ��') OF 7)A plate rating reduction of 20%has been applied for the green lumber members. `� 1 NGINS�� t 8)Refer to girder(s)for truss to truss connections. v 9)Refer to girder(s)for truss to truss connections. ,S ?i 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4,3. �' : ° Truss Truss Type Qty Ply Mission Homes B1703896 J02 Monopitch 3 1 K3937196 —-- rJob Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:57 2017 Page 1 ID:NloG52xYdPybOrC?3CO3zxyIJBC-YKZ7 Mu1TDLXrsmroVVPC?yYuKfkgf1UfMScj3ylGX4 H—. -1-3-7 -- —i. 2-9-0 1 1-3-7 2-9-0 Scale=1:15.2 2x4 I I 4 3 7.00 1112 8 1i 7 2 1 I t 1 _ 1 1 ®1 6 4x6— 7 5 6x6= F_-----_.__---- -----2-9-0 2-9-0— --- _ Plate Offsets(X.Y)— (7:0-3-0.0-5-8] TCLL 2 LOADING(psf)5 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.00 6-7 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 6-7 >999 180 BCLL 0.0* Rep Stress lncr YES WB 0.03 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight:16 Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=94/Mechanical,7=217/0-5-8 Max Horz 7=101(LC 9) Max Uplift6=-41(LC 12),7=-64(LC 12) Max Gray 6=112(LC 22),7=253(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)automatic 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=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 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 will �GQ�D P R OFcs fit between the bottom chord and any other members. ```` C 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. \CO NGI NEr. tS'�O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7. , 9 2 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 89200P 9 .411./... , OREGON lv13 � ', '1 y 14, 20 P-�- MRRIO- EXPIRES: 12-31-2019 November 17,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I, MOM 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 lilt a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 'YI A'rek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPl1 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 Mission Homes K3937197 B1703896 ,JA01 Jack-Open Girder 1 1 Job Reference(optional)_Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:58 2017 Page 1 I D:NIgG52xYdPybOrC73CO3zxylJBC-0W7VBivgEXTNTOLI MDOekCVeFkrRP6meu0B9GVyIGX3 -1-0-0 1-5-11 __-___-±_.._ - —__... ____ __.. _---____ 6-0-0 --_-_ _.. __ _.. 1-0-0 1-5-11 4-6-5 Scale=1:13.4 3 Til 9.00 f12 2 1 I • I M 6 LUS24 7 LUS24 4 5 3.8 II F- 1-5-11 _. _1---_.__. -- -._._ __. 6.0-0 1-5-11 ___.. 4-6 _-.. Plate Offsets(X.Y)— 15:0-44,0-1-81_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.04 4-5 >999 240 1 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.13 4-5 >547 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.01 3 n/a n/a BCLL 0.0* Code IBC2015/TP12014 (Matrix) Weight:13 Ib FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.18,Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=167/0-5-8,3=71/Mechanical,4=69/Mechanical Max Horz 5=67(LC 8) Max Uplift5=-28(LC 8),3=-46(LC 8),4=-11(LC 8) Max Gray 5=216(LC 14),3=93(LC 3),4=99(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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(fiat roof snow);Category II;Exp B;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. aaCC 6)A plate rating reduction of 20%has been applied for the green lumber members. ````D P OFFS 7)Refer to girder(s)for truss to truss connections. 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)5,3,4. ��\, 04 t N E�'T /(,21, 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 :9200P E from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. '� 12)Fill all nail holes where hanger is in contact with lumber. ...,„00......../.13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard d Q 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 - , 2!OREGON Uniform �<(/ Uniform Loads(plf) P Vert:1-2=-64,2-3=-64,4-5=-20 /6 �►l�� `� Concentrated Loads(Ib) 'r'/ Vert:6=1(B)7=-38(B) EXPIRES: 12-31-2019 November 17,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 5111-7473 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 ANSIITPI1 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 r Truss Truss Type Qty Ply Mission Homes K3937198 B1703896 JA02 Jack-Open 1 1 Job Reference(option) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:58 2017 Page 1 ID:NIciG52xYdPybOrC?3CO3zxyIJBC-OW7VBivgEXTNTOL1 MDOekCVgcks6P6meuOB9GVy1GX3 1_ -1-0-0 1___.. 3-0-6 } 8-0-0 -I 1-0-0 3-0-6 2-11-10 3 Scale=1:19.4 9.00'12 2 II II la Olga 45 3x8 II H 3-431 Sa0-0 1 3-0-6 . . . 2-11-10 Plate Offsets(X.Y)— t5:0-4-4.0444. LOADING(psf) T TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.04 4-5 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.14 4-5 >514 180 BCLL 0.0 ' Rep Stress Inc: YES WB 0.00 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:16 Ib 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 5=229/0-5-8,3=90/Mechanical,4=51/Mechanical Max Horz 5=119(LC 10) Max Uplift5=-14(LC 10),3_78(LC 10) Max Gray 5=229(LC 1),3=104(LC 18),4=100(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 fitA bplate ati the bottom chordf and anyb otbeen members.t �C�EO O/.:? 6)A plate rating reduction of 20%has been applied for the green lumber members. ```` PR 7)Refer to girder(s)for truss to truss connections. 8)Refer to girder(s)for truss to truss connections. \Gj ANG NEF9 /O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3. ,� 2 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Ct. :9200 P E11 9Nt 41 OREGON lCi� <O -9y 14, 2.° Q'}� MFRRIO-0 EXPIRES: 12-31-2019 November 17,2017 vissassissams 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 MIT 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 ANSIITPII 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. r Corona,CA 92880 'rJob Truss Truss Type Qty Ply Mission Homes K3937199 B1703896 JA03 Jack-Open 1 1 Job Reference(optional)_ Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:58 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-OW7VBivgEXTNTOL1 MDOekCVgKkrRP6meu0B9GVyIGX3 i--1-0-0 _._..._ 4-7-1 --+-. 6-0-0 __-H 1-0-0 4-7-1 1-4-15 Scale=1:26.4 3 12< 5 4 3x8 II F 4]_1 e-D-D__I i -_— _ 4-7-1.------- 1-4-15 -----__. Plate OffsetsLX.Y)— 15:0-4-4.0-1.8) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.05 4-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.15 4-5 >460 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 3 n/a n/a BCLL 0.0 ' Code IBC2015/rP12014 (Matrix) Weight:19 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=281/0-5-8,3=131/Mechanical,4=58/Mechanical Max Horz 5=172(LC 10) Max Uplift5=-16(LC 10),3=124(LC 10) Max Gray 5=281(LC 1),3=147(LC 18),4=103(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. P R 6)A plate rating reduction of 20%has been applied for the green lumber members. O�t,Q 7)Refer to girder(s)for truss to truss connections. �� G N ss� 8)Refer to girder(s)for truss to truss connections. N Fn O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(#.1b) ,C? T ?i 3=1x4. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. :9200PE 9' may` 4,OREGON �� gy14, 2' -}- M�R EXPIRES: 12-31-2019 November 17,2017 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 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 Mission Homes K3937200 B1703896 JA04 Jack-Open 1 1 Job Reference(ogonal)___ Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:59 2017 Page 1 I D:NIciG52xYdPybOrC?3CO3zxyIJBC-UihtP1 wl?gbE5AvDwwXtHQ1 my89j8ZOn7gxjoxylGX2 HA,f _.--- --.- -6-4-0 -___- _ _....- _.6441 1-0-0 6-0-0 0-1-11 Scale=1:30.8 3 _� tN o 9.00 12 . 3 2 5 4 3x8 II 6-0-0 -_-_ Plate Offsets(X.Y)- [5:0-4-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) 0.09 4-5 >783 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.77 Vert(CT) -0.17 4-5 >406 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.06 3 n/a n/a BCLL 0.0` Code IBC2015/TP12014 (Matrix) Weight:21 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=328/0-5-8,3=171/0-1-11,4=70/Mechanical Max Horz 5=224(LC 10) Max Upliift5=17(LC 10),3-166(LC 10) Max Grav 5=328(LC 1),3=191(LC 18),4=107(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=-282/129 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 C D P R fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. ! N E w7)Refer to girder(s)for truss to truss connections. Co NAG! 7 Q 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. , ?iy 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) `1 CC-3=166. •9,L O f. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3.Fixh 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. amyl- ,�OREGON � �O FIy 14, 2° .) MFRRIL�-� EXPIRES: 12-31-2019 November 17,2017 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 MiTek6r 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[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/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 ,1Job Truss Truss Type Qty Ply Mission Homes ' K3937201 B1703896 JA05 Jack-Open 2 1 Job Reference(optional)__ Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:12:59 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-UihtP1wl?gbE5AvDwwXtHQ1ng8Bp8Z0n7gxjoxylGX2 F-1-0-0.I_ - — - 6-0-0- -.....--___ -._---F__. 7-8-6.__.._1 1-0-0 6-0-0 1-8-6 Scale=1:37.2 4 3 `0 9.00 12 ,1 /1 . • r g rn 7 c v 2 a /di d ►t 6 5 3x8 I I 6-0-0 Plate Offsets(X.Y)- [6:0-4-8.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) 0.09 5-6 >776 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.17 5-6 >413 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) 0.05 3 n/a n/a BCLL BCDL 1 0 ._ _-- Code IBC2015/TPI2014 (Matrix) Weight:24 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, except BOT CHORD 2x4 OF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=316/0-5-8,5=67/Mechanical,3=289/0-3-2 Max Horz 6=255(LC 10) Max Uplift3=-224(LC 10) Max Grav6=316(LC 1),5=107(LC 3),3=307(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-6=-268/54,2-7=-260/52 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;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 3-5-8,Exterior(2)3-5-8 to 7-8-6 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c 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 `R`q PR OpC fit between the bottom chord and any other members. G�N C�sf 6)A plate rating reduction of 20%has been applied for the green lumber members. \5 N F•7 Q 7)Refer to girder(s)for truss to truss connections. J� 2"S7 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib)3=224. "- : Job Truss Truss Type Qty Ply Mission Homes K3937202 B1703896 JA06 Jack-Open 2 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:00 2017 Page 1 I D:NIgG52xYdPybOrC?3CO3zxyl JBC-zuFFcNxwm8j5i KUQUe36pdaxMXU_tOGxLKhG KOyIGX 1 1-t9_,1 - _-----.__ -Sx.Q4 -----_....----,— 9-3-1- ---.j 1-0-0 6-0-0 3-3-1 Scale=1:43.5 5 d 4 9.00 12 3 9 �� � 8 2 pirii 7 6 4x6 I I 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 I TC 0.66 Vert(LL) 0.10 6-7 >691 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.83 Vert(CT) -0.17 6-7 >404 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 5 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:27 lb FT=10% @GQL _ 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)7=0-5-8,3=0-3-2,4=0-1-8. (lb)- Max Horz 7=297(LC 10) Max Uplift All uplift 100 lb or less at joint(s)5,6,4 except 3=-210(LC 10) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 7=329(LC 1),3=262(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=284/36,2-8=-274/206,8-9=-258/216,3-9=-250/235 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;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 4-11-6,Exterior(2)4-11-6 to 9-2-5 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 p R r fit between the bottom chord and any other members. �c 0 6)A plate rating reduction of 20%has been applied for the green lumber members. \�'(�' NG'N — 61- 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. C? ?i 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,6,4 except(jt=lb) 3=210. s9200PE 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. dfar 72- 41 OREGONNtx �� /O -9y '14, 2° 0'- 41 R -1MR 1310-R) EXPIRES: 12-31-2019 November 17,2017 voimmo a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MB-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekS,connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the 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 ANSIITPPl1 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 Mission Homes K3937203 B1703896 JA07 Jack-Open 4 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:02 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-vHNO13yAHlzpydeob35au2fHSL91LwIDpdANPGyIGX? ?149-1 6-0-0 1079-11 1-0.0 6-0-0 4-9-11 Scale=1:49.3 6 5 4 9.00 112 10 3 ab ro 9 qqqi d 1 • 7 3x8 11 _--- B-0.0—. Plate Offsets(X Y)- 18:0-4-12,0-1-8] 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 0.69 Vert(LL) 0.11 7-8 >658 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.17 7-8 >404 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 6 n/a n/a BCLL 0.0 BCDL 10.0 • Code IBC20151FP12014 (Matrix) Weight:29 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-9-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)8=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 8=334(LC 10) Max Uplift All uplift 100 lb or less at joint(s)6,7,4,5 except 3=-212(LC 10) Max Gray All reactions 250 lb or less at joint(s)6,7,4,5 except 8=329(LC 1),3=263(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-284/26,2-9=-337/263,3-9=-322/293 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;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 6-6-1,Exterior(2)6-6-1 to 10-8-15 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t 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 �`` ,O P R°pes fit between the bottom chord and any other members. C7�NE Cn s� 6)A plate rating reduction of 20%has been applied for the green lumber members. N F 7 7)Refer to girder(s)for truss to truss connections. �� 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,4,5 except 89200PE (jt=1b)3=212. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 4 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. —- © OREGON 1x .17‘- OREGON Y 14, 06P+� FR R I O- EXPIRES: 12-31-2019 November 17,2017 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-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 ANSIRPII 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. I Corona,CA 92880 r Job , Truss Truss Type Qty Ply Mission Homes K3937204 B1703896 JA08 Jack-Open 4 1 (Job Reference(optional) Pro-Build Beaverton Truss, Beaverton OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:02 2017 Page 1 ID:NlgG52xYdPybOrC?3CO3zxylJBC-vHN013yAHizpydeob35au2fGgL8yLwIDpdANPGyIGX? F1-).-4)F _ 12-4-6 —I 1-0-0 6-0-0 6-4-6 Scale=1:55.6 6 7 5 9.00 Fli 4 3 a 0 m 1 10 2 l I i 9� 8 3x8 II 1 6-0-0 — H 6-0-0 plate Offsets(X.Y)— j9:0-2-13.0-0-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) 0.11 8-9 >629 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.93 Vert(CT) -0.17 8-9 >404 180 TCDL 7.0 Rep Stress Inc: YES WB 0.00 Horz(CT) -0.06 7 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:32 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except(jt=length)9=0-5-8,7=Mechanical,8=Mechanical,3=0-3-2. (Ib)- Max Horz 9=370(LC 10) Max Uplift All uplift 100 lb or less at joint(s)7,8,4,5,6 except 3=-213(LC 10) Max Gray All reactions 250 lb or less at joint(s)7,8,4,5,6 except 9=329(LC 1),3=263(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=284/61,2-10=397/320,3-10=-384/350 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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 8-0-12,Exterior(2)8-0-12 to 12-3-10 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 nc) PR O j . fit between the bottom chord and any other members. ' v�NG((V E c5) 6)A plate rating reduction of 20%has been applied for the green lumber members. (>,,`C.° '9 7)Refer to girder(s)for truss to truss connections. .9 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5,6. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,8,4,5,6 except Q 921 (j 3 13. . i/J 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,6. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. y OREGON tx 00 j �L/.0 Allk 14, , '46\ + RR10- EXPIRES, 12-31-2019 November 17,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ll Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . M a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeIC is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bradng of trusses and truss systems,see ANSIITPII 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 Mission Homes K3937205 B1703896 JA09 Jack-Open 4 1 Job Reference o.bonai Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:03 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-NTxOFPzo235gZnD_9mcpRGCRyITO4N?N1 HvwxjylGX_ 11-0-D_ Sa-0-0 4 13-11-1 _ 1-0-0 6-0-0 7-11-1 Scale=1:61.4 7 la 8 5 • 9.00 fie 11 4 3 10 2 9 8 4x8 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 VertLL 0.12 8-9 >602 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.17 8-9 >404 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 7 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 (Matrix) Weight:35 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-1-8 except(jt=length)9=0-5-8,7=Mechanical,B=Mechanical,3=0-3-2. (lb)- Max Horz 9=406(LC 10) Max Uplift All uplift 100 lb or less at joint(s)7,8,4,5,6 except 3=-215(LC 10) Max Gray All reactions 250 lb or less at joint(s)7,8,4,5,6 except 9=329(LC 1),3=264(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-9=-284/97,2-10=-459/377,3-10=-447/407,3-4=-297/250 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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 9-7-6,Exterior(2)9-7-6 to 13-10-5 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 C P R c fit between the bottom chord and any other members. `+ Et OFC 6)A plate rating reduction of 20%has been applied for the green lumber members. �� G(N Open 7)Refer to girder(s)for truss to truss connections. C N F 7 O 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5,6. , ?ice 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,8,4,5,6 except tr 89200P E (jt=lb)3=215. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,6. /�' 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,L , " 4 OREGON\� �tv� /Ogy14, (1 .4 41/Y I IA- EXPIRES: 12-31-2019 November 17,2017 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. F Design vaid 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 bradng 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 bradng of trusses and truss systems,see ANSUTPI1 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 Mission Homes K3937206 B1703896 JA10 Jack-Open 2 1 Job Reference o•tionalj Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:03 2017 Page 1 ID:NloG52xYdPybOrC?3CO3zxyIJBC-NTxOFPzo235gZnD_9mcpRGCPEId64N?N1HvwxjyIGX_ 1A1'0 --_.._84,0__ _ --_+_8d$ 12-1-5 -__4_-15-5-2--I •-0-0 6-0-0 2-1-8 I 4-0-0 3-3-10 Scale=1:67.5 7 9.00 112 1,°6' l I 6 11 3x6�i 4540 N pplii N NN 3 10 2 Or 8 9 8 4x8 11 6-0-0 6-1-9 15-5-2 6-0-0 0-1-9 9-3-9 ---- ------ Plate Offsets(X Yl-- f9:Eda ee o-0-01 __ _— -_ _- _ .. -_ -__ - LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid ' PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) 0.10 8-9 >670 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.14 8-9 >492 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 7 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 (Matrix) Weight:38 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or4-5-10 oc purlins, except BOT CHORD 2x4 DF No.1&Btr G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)9=0-5-8,3=0-3-2,4=0-1-8,6=0-1-8. (Ib)- Max Horz 9=442(LC 10) Max Uplift All uplift 100 lb or less at joint(s)7,8 except 3=-213(LC 10),4=-120(LC 10),6=-147(LC 10) Max Gray All reactions 250 lb or less at joint(s)7,8,4 except 9=329(LC 1),3=261(LC 18),6=257(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-9=287/126,2-10=-5171430,3-10=-504/459,3-4=-356/304 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;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 11-1-8,Exterior(2)11-1-8 to 15-4-6 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. T� 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 �a'�1� PR OFF fit between the bottom chord and any other members. ��\�4<<„,. [�`NG.I N h tr/O� 6)A plate rating reduction of 20%has been applied for the green lumber members. 7 7)Refer to girder(s)for truss to truss connections. 9 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,6. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,8 except(jt=lb) Q 92 r! 3=213,4=120,6=147. Art 10)Beveled plate or shim required to provide full bearing surface with truss chord at joints)3,4,6. , 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. C.3 tr A.OREGON�� oto �O �� 14, 2� P+ SFR R I U-0 EXPIRES: 12-31-2019 November 17,2017 A WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE Nis 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 MiTekI is always required tm 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 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 Mission Homes K3937207 B1703896 JA11 Jack-Open 5 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:04 2017 Page 1 ID:NlgG52xYdPybOrC?3CO3zxylJBC-rgUmSl_QpNDXBxoBjU72 TIjF9pEpgFV GxfTS9ylGWz -L4_04 ._2-5-8 -f---._.. 64-9_.___. _..1--- 8_--4 9-9-0d 1-0-0 2-5-8 3-6-8 2-1-8 1-7-8 Scale=1:45.5 6 5 I; rJ LV o , r . r, 3x6 11 m 3 r 11 11� � 5x12 MT18H= 7 I o 0 10 9 10 3x8 I I 2x4 I I i-.--2-5-8--- 6-0-0 6-fr9 2-5-8 3-6-8 0-1-9 Plate Offsets(X Y)-- 110:0-4-4.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.12 7-8 >587 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 1.00 Vert(CT) -0.16 7-8 >428 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 7 n/a n/a BCLL 0.0* Code IBC2015/TP12014 (Matrix) Weight:30 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. REACTIONS. All bearings 0-5-8 except(jt=length)7=Mechanical,4=0-3-2,5=0-1-8. (Ib)- Max Horz 10=302(LC 10) Max Uplift All uplift 100 lb or less at joint(s)7 except 4=-155(LC 10),5=-163(LC 7) Max Gray All reactions 250 lb or less at joint(s)7,4 except 10=329(LC 1),5=290(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=286/0,3-12=301/110,4-12=-287/127 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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 5-6-1,Exterior(2)5-6-1 to 9-9-0 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)All plates are MT20 plates unless otherwise indicated. �� P R �r 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 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 will � GINE ,s> fit between the bottom chord and any other members. N F T 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. 4-C-- 89200P � 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 89200 PE 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) 4=155,5=163. / 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Q C yG 4 OREGON�t. Ate /Q -/y 14 2 Q � -j- MFRRILA-Q' EXPIRES: 12-31-2019 November 17,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. Design void for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not M• a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANSIITPI1 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 Mission Homes I K3937208 B1703896 1JA12 Jack-Open 1 1 � Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:04 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-rgUmSl_QpNDXBxoBjU72 Tldz9rFpgFWGxfTS9yIGWz 1,1, .[ -_-6-0-g ----- - _-___9-9-0 1_-0 6- 0-0 +--- 3-9-0 { Scale=1:45.5 5 4 ; I 9.00 1-12 3 9 -t 0 ro Y d) 8 2 1 i 7 6 3s8 II F------- 6-0.0_.._...-..__- -i 6-0-0 Plate Offsets(X,Y)- [7:0-2-13.0-0-8] - 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 0.69 Vert(LL) 0.10 6-7 >686 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.17 6-7 >404 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 4 n/a n/a BCLL 0.0* Code IBC2015/TP12014 (Matrix) l Weight:28 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-0-12 oc bracing. REACTIONS. All bearings 0-5-8 except(jt=length)6=Mechanical,3=0-3-2,4=0-1-8. (Ib)- Max Horz 7=302(LC 10) Max Uplift All uplift 100 lb or less at joint(s)6 except 3=-188(LC 10),4=-163(LC 7) Max Gray All reactions 250 lb or less at joint(s)6,3 except 7=329(LC 1),4=290(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=284/24,2-8=-333/112,8-9=-318/123,3-9=-306/142 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;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 5-6-1,Exterior(2)5-6-1 to 9-9-0 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 willip PR QFfit between the bottom chord and any other members. CS6)A plate rating reduction of 20%has been applied for the green lumber members. I�`JC]IN E�n �7)Refer to girder(s)for truss to truss connections. 78)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. '99)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb)3=188 89200P E r ,4=163. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. /^'.!"7 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .*IP*. - 4,OREGON �� �lv� /O gy14, 2-° P4 SER R 10- EXPIRES: 0- EXPIRES: 12-31-2019 November 17,2017 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 • 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 I 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 Mission Homes K3937209 B1703896 JA13 Jack-Open 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:05 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-Js28f5?3agMOp5NNGBeH WhHomYBXYHVgVb01_bylGWy F- f-- . 6-0-0----- --- I -9-8-0 1 1-0-0 6-0-0 3-8-0 Scale=1:45.2 5 4 Im 9.00�12� 3 �ddii 9 �� ro a Im e z ISTill 7 6 4x8 I I 6-0-0 t 6-0-0 LOADING(pyf 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 0.68 Vert(LL) 0.10 6-7 >688 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.87 Vert(CT) -0.17 6-7 >404 180 BCLL 0.0* Rep Stress Incr YES WB 0.00 Hotz(CT) -0.06 4 n/a n/a BCDL Code IBC2015/TP12014 (Matrix) Weight:27 lb FT=10% 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-8-4 oc bracing. REACTIONS. All bearings 0-5-8 except(jt=length)6=Mechanical,3=0-3-2,4=0-1-8. (Ib)- Max Horz 7=301(LC 10) Max Uplift All uplift 100 lb or less at joint(s)6 except 3=190(LC 10),4=-154(LC 7) Max Gray All reactions 250 lb or less at joint(s)6,3 except 7=329(LC 1),4=272(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-284/25,2-8=-328/115,8-9=-312/125,3-9=-301/145 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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 5-5-1,Exterior(2)5-5-1 to 9-8-0 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. ���ED PR Oj 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. �Gj �NG I N-F9 /O 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. N 7 2 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=1b)3=190 ?kf ;g200PE r" 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7 ' OREGONtx /....lVCr <O 1y14, 2°\ P+ � RRIt-- EXPIRES: 12-31-2019 November 17,2017 wow 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 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 Qty Ply Mission Homes K3937210 B1703896 ;JA14 Jack-Open 5 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 S Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:06 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-n2cWtR?hL_UFRFyZqu9W3ug34ycpHklpkF8aX1ylGWx I-1-0-01 2-5-8 - -4.._--- 6-0-0- -4---.8-14 _H�$0.__i 1-0-0 2-5-8 3-6-8 2-1-8 1-6-8 Scale=1:45.2 6 12 d ,7/ 2 /� -__' 5x12 MTI8H- `d t�� 9 10 3x8 II 2x4 I I F_.._2,56- -_... 6-0-0 6-r9 2-5.8_- ..3-8-8 ._.._._0-1-9 Plate Offsets(X.Y)- 13:0-0-4.0-1-81[10:0-4-4.0-1,8 ____ LOADING(psf) SPACING- 2-0-0 CSI. DEF L. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) 0.10 7-8 >674 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.14 7-8 >492 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.03 7 n/a n/a BCLL 0.0* Code IBC2015/TP12014 I (Matrix) BCDL 10.0 Weight:30 lb FT=tO°h LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF Std G"Except* end verticals. 7-8:2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. All bearings 0-5-8 except(jt=length)7=Mechanical,4=0-3-2,5=0-1-8. (Ib)- Max Horz 10=301(LC 10) Max Uplift All uplift 100 lb or less at joint(s)7 except 4=153(LC 10),5=154(LC 7) 1 Max Gray All reactions 250 lb or less at joint(s)7,4 except 10=329(LC 1),5=272(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-281/0,3-12=293/108,4-12=-280/125 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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 5-5-1,Exterior(2)5-5-1 to 9-8-0 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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 4)All plates are MT20 plates unless otherwise indicated. `'��Q P R 04, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '` GINE n s> 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 \GJ N F 7 Q fit between the bottom chord and any other members. ,U' '�/9 7)A plate rating reduction of 20%has been applied for the green lumber members. CC 89200 P E r8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. /' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7 except(jt=lb) Ill . 4' 4=153,5=154. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5. Q Cr 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 74- 2!OREGON 4,/ /j.‘ � � Y 14, 2.0P} M -R R I L-\-O EXPIRES: 12-31-2019 November 17,2017 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 end 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 ANSIITPI1 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 IJob Truss Truss Type Qty Ply Mission Homes K3937211 B1703896 JA15 (Jack-Open 4 1 Job Referencetoptional) J Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:06 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-n2cVVtR?hL_UFRFyZqu9W3ugzzyY4HkIpkF8aX1ylGVVx I -7-0-0- -...- __._._ --__- _------ --6•13� 1-0-0 6-0-0 0- Scale=1:31.3 3 r lM"y� 4' G ttt 9.00 1.12 vs r c a, a 2 ii: rild ►/ ►/ 5 4 3x8 11 _-__._. ..--- _6-0.0 _. 1 s- o Plate Offsets(X.Y)-- 15:0-2-9.0-0-81-- - 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 0.65 Vert(LL) 0.09 4-5 >762 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.17 4-5 >404 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.06 3 n/a n/a BCLL 0.0 ' Code IBC2015/TP12014 (Matrix) Weight:22 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, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=330/0-5-8,3=173/0-3-2,4=70/Mechanical Max Horz 5=226(LC 10) Max Uplifts=17(LC 10),3=168(LC 10) Max Gray 5=330(LC 1),3=193(LC 18),4=107(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=284/130 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 <<'‘.%- '2 P R O c fit between the bottom chord and any other members. P 6)A plate rating reduction of 20%has been applied for the green lumber members. �.i . GIN N�. w 7)Refer to girder(s)for truss to truss connections. r1 F Q 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb) ,� ?/� 3=168. 89200PE 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7 ',OREGON��.,��� /6 -1k 1 2 4 MFR R I L�- EXPIRES: 12-31-2019 November 17,2017 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1-7473 rev.10A03/2015 BEFORE USE. ii 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 bradng of trusses and truss systems,see ANSIITPI1 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 Mission Homes i K3937212 1B1703896 JDO1 Jack-Open Girder 1 1 - Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 1712:13:07 2017 Page 1 ID:NIciG52xYdPyb0rC73CO3zxyIJBC-FFAv4m0J61c62OXmOchlb6NG M2h0A?zyvt83UyIGWw I _1-33 ) -2=5,10 {2'9 -I 1-3-7 2-5-10 0-3-6 Scale=1:14.4 3 7.00 12 6 VIII ry N 2 SII • al SII _ , I i• IIL'//t\YII o III� 11 7 4 „ LUS24 5 3x8 II 2-5-1012-9-01 - ------_- _.--.-- --_ _.. 2 -10 _-__4-3-6 ----- 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 0.19 Vert(LL) 0.00 4-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.01 4-5 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 (Matrix) Weight:101b FT=10% SCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=217/0-5-8,3=50/Mechanical,4=18/Mechanical Max Horz 5=83(LC 10) Max Uplift5=52(LC 10),3=50(LC 10) Max Gray 5=252(LC 16),3=58(LC 34),4=45(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 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 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. �`` P R F� 8)Refer to girder(s)for truss to truss connections. `` Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3. cS 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Co !NGI N EF� S4Q 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect C9 v ?__ truss(es)to back face of bottom chord. Q :9200 P E -9r 12)Fill all nail holes where hanger is in contact with lumber. 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). APP/�' LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Q Uniform LoadsVert:1(2=-64,2-3=-64,4-5=-20 plf) -9L/ "�,ORECO ONt4 4./ Vert: Concentrated Loads(lb) O Y 14, 2 4 Vert:7=3(B) MFR R I Lk-RP'' 12-31-2019 November 17,2017 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 MIT 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 1M(T®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 ANSIITPII 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 yp Qty Ply Mission Homes K3937213 B1703896 JDO2 Jack-Open 5 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:07 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxylJBC-FFAv4m0J61c62OXmOchlb6NFvM2m0A?zyvt83UylG WN I --1-3-7— ----1- -- 2-9-01 1-3-7 2-9-0 Scale=1:15.2 3 . i,a 16 7.00112 6 T m N' i Y N 2 7 1 1 ®, 4 5 3xB 2-9-0--- -----.__.__-_--1 _---_-_..--_- 2-9-0 LOADING(psi) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.19 Vert(LL) 0.00 4-5 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.18 Vert(CT) -0.01 4-5 >999 180 BCLL 0.0 • Rep Stress Incr YES I WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL Code IBC2015/TPI2014 (Matrix) Weight:11 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=224/0-5-8,3=60/Mechanical,4=21/Mechanical Max Horz 5=90(LC 12) Max Uplift5=-52(LC 12),3=-57(LC 12) Max Gray 5=253(LC 18),3=68(LC 22),4=45(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 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 20.0psf 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. �C��Q PR O pk-A 8)Refer to girder(s)for truss to truss connections. ` C 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3. �Gj `-,GIN E fig /0 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� v T 2 Q 89200PE T- '/OREGONtX '�lV� <0 Alr 7 4, 20 P-}- FRRILL 0 EXPIRES: 12-31-2019 November 17,2017 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 NT 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` li 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 ANSIITPI1 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 Mission Homes K3937214 B1703896 SA01 Jack-Open 1 1 Job Reference o.tional Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:08 2017 Page 1 ID:NlgG52xYdPybOrC?3CO3zxyIJBC-kRkH161 xtbkzgY5yyJC_8JvOamNVIdF6BZdhbwylGWv I -1-3-7 1 _2404 +25-10 1-3-7 2-0-0 0-5-10 Scale=1:14.4 3 'I 14o I° 7.00 12 6 T ?+ N, N 2 . a 1 SII o1 • Xf I 441 5 4 3x8 II 2-0-0 i 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) 0.00 4-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.00 4-5 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCLL 0.0 ' BBBCDL Code IBC2015/TPI2014 (Matrix) Weight:8lb FT=10% 14,0 J--- LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=213/0-5-8,3=49/Mechanical,4=12/Mechanical Max Horz 5=83(LC 12) Max Uplift5=-53(LC 12),3=50(LC 12),4=-5(LC 18) Max Gray 5=254(LC 18),3=56(LC 22),4=33(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 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 20.0psf 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. C D P R O c 7)A plate rating reduction of 20%has been applied for the green lumber members. ` i- 8)Refer to girder(s)for truss to truss connections. ! Glj NE s> 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. SCJ N F 7 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,G' ?/y C :9200PE r . Or . I t), A_OREGONN� fit `/ 4-<O -9y 14, 2� Q4 MFR R I L\--0 EXPIRES: 12-31-2019 November 17,2017 visweirwassittassmos A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not Mit 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 bredng 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 braang of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component I 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 Mission Homes K3937215 B1703896 SA02 Jack-Open 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:08 2017 Page 1 ID:NIgG52xYdPybOrC?3CO3zxyIJBC-kRkHl61 xtbkzgY5yyJC_8JvMRmI EldF6BZdhbwylGWv }.._.....-1,11 F --_---2-0-0 ---}-_. __. .. --. 5-0.8 1 1-3-7 2-0-0 3-0-8 Scale=1:22.4 3 `o 7.00 12 6 • ao rn� 2 al /if 5 3x8 4 2-0-0 2-0-0 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 0.46 Vert(LL) 0.01 4-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.01 4-5 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCLL 0.0 " Code IBC2015/TPI2014 (Matrix) Weight:14 lb FT=10% BCDL 10_0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=256/0-5-8,3=127/Mechanical,4=54/Mechanical Max Horz 5=150(LC 12) Max Uplift5=-38(LC 12),3=-109(LC 12),4=-52(LC 12) Max Gray 5=280(LC 19),3=151(LC 19),4=67(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-5=-282/169 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;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=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 17.0 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 will -�E P R O C �`s fit between the bottom chord and any other members. (`` O 7)A plate rating reduction of 20%has been applied for the green lumber members. G N E s� 8)Refer to girder(s)for truss to truss connections. N O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except(jt=lb) 3109. Q -9200P ��' 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� ll'' . ABP. OREGON � /O q y 14, 2° P}' MFRR11-- EXPIRES: 12-31-2019 November 17,2017 AWARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MIT" Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing indicated is to prevent 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 ANSIITPII 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 Mission Homes K3937216 81703896 SDO1 Jack-Open 1 1 Job Reference(optional1 Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Nov 17 12:13:09 2017 Page 1 I D:NlgG52xYdPybOrC?3CO3zxyIJBC-CdifVS2Zevsglig8VljEhXSbgAkcU4UFQDME7MyIGWu 14-0 1-5,11 2-0-0 H 1-0-0 1-5-11 0-6-5 Scale=1:12.7 3 9.00 12 2 a 5 ...- ..__. 4 3x8 I I 1-5-11 ..__._-} 2-0-0 1-5-11 0-6-5 Plate Offsets(X.Yt- 15:0-4-4.0-1-8] LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) 0.00 5 >999 240 MT20 220/195 TCDL 7.p Lumber DOL 1.15 BC 0.10 Vert(CT) -0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight:8 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2x4 DF Std G end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng. REACTIONS. (Ib/size) 5=164/0-5-8,4=12/Mechanical,3=19/Mechanical Max Horz 5=69(LC 10) Max Uplift5=-29(LC 10),3=-35(LC 10) Max Gray 5=211(LC 16),4=32(LC 3),3=28(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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=1.1 3)This truss has been designed for greater of min roof live load of 15.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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. ,k\Ep PR QFF 7)Refer to girder(s)for truss to truss connections. �(, L cS 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3. . > . NGI NFF9 so 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ?j 89200PE 1 7 OREGON Cr' /O 4). 14, 2-() .44 - PRO- EXPIRES: RI OO- EXPIRES: 12-31-2019 November 17,2017 A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,end is for an individual building component,not Mil" 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 bradng �Y�B A.1 k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Il fabrication,storage,delivery,erection and bradng 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 Failure to Follow Could Cause Property offsets are indicated. /_ 3/; Center plate on joint unless x,y I 6-4-8 dimensions shown in sixteenths 4 (Drawings not to scale) Damage or Personal Injury rWDimensions are in ft-in-sixteenths. �‘bi„. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. or X-bracin diagonal TOP CHORDS g,is always required. See BCSI. „ 2. Truss bracing must be designed by an engineer.For 0'116 111111P,aliA =O wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I p bracing should be considered. 11111...11111p O 3. Never exceed the design loading shown and never O a stack materials on inadequately braced trusses. O 4. Provide copies of this truss design to the building C7-8 C6-7 C5-s For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0- ',s'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-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 cif 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 (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. •MII0 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. project engineer before use.a 18.Use of green or treated lumber may y pose unacceptable _� environmental,health or performance risks.Consult with Industry Standards: NMI ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. is not sufficient. " BCSI: Building Component Safety Information, I%�lie k 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