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Plans Mzr200-00447 0101-7/ y ANT L°nt r,,,,3 "s ns.al TRIANGLE SHAPE A INDICATES LEFT END ON LAYOUT AND TRUSS DRAWING ON STAMPED ENGINEERING PAGE -,.....i.,—At€s r z a s 54-00-00 F r &B \ _ 12-00-00 _._... _— 20-00-00 : .. 22-00-00 9 iE [2:51 -....."0.- _ y r 11i 12"HEEL '' g1. ii 1.. ` S nt T � k , zF _iaA� 5. 2 j I 2-00-00 002(11 �, 02-00-00 � z'rvE £ E 5 \ 12-HEEL� , !( - 0 0 OCO2 { jt - 0 o 2-00-00 }_ < HUS126(6)—? y o chi co rn �� A02(5)__. M ry _ A0(7) ! ry ry a a A02(61 t o o Z N _ ® .< _ o 0 a a ¢ a ¢ a a m m O z >s-. , E Uias 3 O N of r '"^° i _- _ ` O m,w 1 0 C co O ' N d m Use LUS24 Hangers UNO o 0 mr c Garage Left o 0 0 c ou —, N 8"Heels U.N.O ° o o v oo 1 . § w to io <rn u? s Ce M j 0 0O o N. - c t— o 0 0) 1 m co t (I) N p > c < HUS'6(5)—> , 0 < HUSY6(5) < HUS'6(5) > M r 0 - . o 01 in 0]0_ 2-06-00 o0zooz 0 0 0 _ rv' a: ) 1 E01 2 F01 2-00-d0 Q} w O r O TC LL=25 ooi ooa �� _. �i k- p E02 TC DL=7 4"HEED lc§ t o� 0_ BCLL= O 7-05-00 ��'�"' m 9 BC DL= 10 � E -a Total Load=42m E co 12-00-00 4-00-00, 12-00-00 11-00-00 4-06-00 Wind Speed= 120 mph � 10-06-00 49-06-00 4-06-00 A 00 c.c. i Exposure=B Roof pitch=4/12 !!:;ill ;' Overhang= 18" DO NOT CUT, DRILL, NOTCH OR MODIFY TRUSS MEMBERS WITHOUT PRIOR APPROVAL FROM BUILDERS FIRSTSOURCE TRUSS m a < MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 2093360 Bella Terra-FR1 Rf-Fern Ridge 1 Roof The truss drawing(s)referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource(Beaverton, OR). Pages or sheets covered by this seal: K6698115 thru K6698137 My license renewal date for the state of Oregon is December 31,2019. ��RE9 PROpFss 0NGINEF9 ev '` 89200PE OREGON 111 N 476'‘7"4/Y 14, 2° P4 �FR R 11.L O. L ►�- September 24,2019 Baxter, David IMPORTANT NOTE:The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown(e.g.,loads,supports,dimensions,shapes and design codes),which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1,Chapter 2. Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698115 2093360 A01 Common Supported Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:45:51 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-igCz8SHx5Btk6iicyof9Y79gtpwW4PRK1v?g8RyaP4U -1-6-0 19-3-0 38-6-0 1-6-0 19-3-0 19-3-0 Scale=1 66.2 4.00 112 5x6 17 18 19 16 L 20 3x6 15 .. I` 21 3x6 14 - I - _ 22 23 12 13 � 2425 10 11 "9 �,` 11-I . ° O 26 a 9 - 27 8 i1 28 6 7 I I- ii = 29 3063 3x4 5 _ _ 31 32 36 4 33 3 62 _ _•_•_•_•_____• _ 11 - 901 _ _•_ 3x6 II 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 5x6 38-6-0 1 38-6-0 Plate Offsets(X,Y)-- 12:0-4-4,Edge,,148.0-3-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 1 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 34 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:245 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 1-6-6 REACTIONS. All bearings 38-6-0. (Ib)- Max Horz 2=101(LC 12) Max Uplift All uplift 100 lb or less at joint(s)34,49,50,51,52,53,54,55,56,57,58,59,60,61,47,46, 45,44,43,42,41,40,39,38,37,36,35,2 Max Gray All reactions 250 lb or less at joint(s)34,48,49,50,51,52,53,54,55,56,57,58,59,60,61, 47,46,45,44,43,42,41,40,39,38,37,36,35 except 2=277(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=-84/271,17-18=90/296,18-19=-90/296,19-20=-84/271 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-6-0 to 2-4-3,Exterior(2)2-4-3 to 15-3-0,Comer(3)15-3-0 to 23-3-0, Exterior(2)23-3-0 to 34-6-0,Corner(3)34-6-0 to 38-4-4 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)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 90 P R OFF Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. ((, Ctr 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 mac*" !xAGI N4. s/Q 4)Unbalanced snow loads have been considered for this design. �C? V * 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs k 8920 17 0PE ,_ non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. +� 8)Gable studs spaced at 1-4-0 oc. r 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. l'" 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 -9"36-`7,1). 2J OREGON Or �to 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. <O '9), 14, 20 A 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)34,49,50,51, 52,53,54,55,56,57,58,59,60,61,47,46,45,44,43,42,41,40,39,38,37,36,35,2. 411`R R(,-- EXPIRES: 12-31-2019 September 24,2019 fly aft WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE((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 ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698116 2093360 A02 Common 14 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:45:53 2019 Page 1 ID:SvWUdi1 VIzdO90inVr4vGhyaPpx-f2KjZ8JBdo7SLOs_4DiddYErDcS8YCFdVDUnDJyaP4S 6-9-1 =-_ __ 12-4-9 19-3-0 i 26-1-8 31-8-15 38-6-0 40-0-0 6-9-1 5-7-8 6-10-8 6-10-7 5-7-8 6-9-1 1-6 0 Scale:3/16"=1' 4.00 12 5x6 6 3x4 ---- 3x8 17 ,' I 18 3x8 ::.,r 45 III 78 0 2x4 ..`ior 2x4 -2 9 n 3x6 _ 3 3x6 .N. IA ../` 3x6 2 16 10 193x6 0 1 ✓ `` 11 12i 4 12 a R 5x8 = 15 14 13 5x8 = 3x4 = 5x10 = 3x4 = 9-9-9 19-3-0 28-8-8 t 38-6-0 9-9-9 9-5-8 9-5-7 - 9-9-9 Plate OffsetskX,Y)-- [1:0-0-10,0-3-3],[11:0-0-10,0-3-3],[14:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.27 13-14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.78 13-14 >593 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.22 11 n/a n/a BCDL 10.0 Code IBC2015rTP12014 Matrix-RH Weight:176 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 7-14,5-14 SLIDER Left 2x4 DF Std-G 3-5-14,Right 2x4 DF Std-G 3-5-14 REACTIONS. (lb/size) 11=1715/0-5-8,1=1615/Mechanical Max Horz 1=-100(LC 17) Max Uplift 11=-239(LC 9),1=184(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=3734/444,3-5=-3463/379,5-6=-2523/334,6-7=-2523/334,7-9=-3450/369, 9-11=-3714/431 BOT CHORD 1-15=-425/3415,14-15=-321/3079,13-14=-262/3073,11-13=-337/3393 WEBS 7-14=-1075/234,7-13=0/427,6-14=-63/1193,5-14=-1110/236,5-15=0/430 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-10-3,Interior(1)3-10-3 to 15-4-13,Exterior(2)15-4-13 to 23-1-3, Interior(1)23-1-3 to 36-1-13,Exterior(2)36-1-13 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 PROpen 3)Unbalanced snow loads have been considered for this design. do OF 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs `c• ° ux`G'NE��61 non-concurrent with other live loads. ` 7 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t? ?/ 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 ,,,,_"4./ 92 SOP 'yam will fit between the bottom chord and any other members. 7 7)A plate rating reduction of 20%has been applied for the green lumber members. /` 8)Refer to girder(s)for truss to truss connections. / - 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ( 11=239,1=184. 0I:r OREGON�Ix �1(,f ,70-7,1}, O -9y 14, 2- Q,' 41RRII.\-4' EXPIRES: 12-31-2019 September 24,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. MII__. 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 A 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 ANSIJTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 -I Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698117 ! 2093360 A03 Common 8 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:45:55 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-bRSU_pKR8QNAaJ?NBek5jzJBzQ8n05jwyXzuHCyaP4Q 6-9-1 12-4-9 19-3-0 26-1-8 31-8-15 38-6-0 6-9-1 5-7-8 6-10-8 6-10-7 5-7-8 6-9-1 Scale:3/16"=1' 4.00 12 5x6 = 6 3x8 16 2 17 3x8 5 7 8 4 2x4 Ilr" 2x4 -i 3 9 IA 2 15 18 10 0 5x8 = 14 13 12 5x8= 5x10 = 9-9-9 19-3-0 28-8-8 38-6-0 9-9-9 9-5-8 9-5-7 9-9-9 Plate Offsets(X,Y)- [1:0-0-10,0-3-31[11:0-0-10,0-3-3],113:0-5-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.27 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.78 12-13 >595 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.22 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:174 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 7-13,5-13 SLIDER Left 2x4 DF Std-G 3-5-14,Right 2x4 DF Std-G 3-5-14 REACTIONS. (lb/size) 11=1617/0-5-8,1=1617/Mechanical Max Horz 1=-96(LC 17) Max Uplift 11=185(LC 9),1=185(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-3=-3740/445,3-5=3468/385,5-6=-2528/342,6-7=-2528/342,7-9=-3468/385, 9-11=-3740/445 BOT CHORD 1-14=-428/3419,13-14=-324/3084,12-13=-281/3084,11-12=-358/3419 WEBS 7-13=-1081/236,7-12=0/430,6-13=-64/1196,5-13=-1081/236,5-14=0/430 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-10-3,Interior(1)3-10-3 to 15-4-13,Exterior(2)15-4-13 to 23-1-3, Interior(1)23-1-3 to 34-7-13,Exterior(2)34-7-13 to 38-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 C ncD PD��r 3)Unbalanced snow loads have been considered for this design. `T`,. R C(t 4)All plates are 3x4 MT20 unless otherwise indicated. .c c7 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \Cj` tiNG1 N4.„ s/0 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 �� V ,7 IL will fit between the bottom chord and any other members. 89200PE 9 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing late capable of withstanding 100 lb uplift at joint(s)except Ib iiirt/` 11=185,1=185. 10 AZ ,h,OREGON b, i �O MY 14, 2o�P- RR1Lk- EXPIRES: 12-31-2019 September 24,2019 A ,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/032015 BEFORE USE. ISI __ 1110111 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/rP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. II Corona,CA 92880 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698118 2093360 A04 Common 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:45:56 2019 Page 1 I D:SvVVUdi1VIzdO9OinVr4vGhyaPpx-3d0sC9L3vjV1 CTaZILFKFAsMagUsIY04BBiRgeyaP4P -1-6-0 6-9-1 12-4-9 19-3-0 26-1-8 _..._ 31-8-15 38-6040-0-0 1-6-0 6-9-1 __.. 5-7-8 6-10-8 6-10-7 5-7-8 6-9-1_...... 1-6-0 Scale=1:66.5 4.00112 5x6 7 3x4 % 3x4 3x8 18 19 3x8 5 6 8 9 2x4 �� 2x4 i 3x6 4 10 3x6 c 113x620'----3X6 17 3 .� ^_ 12 2 ` `! 131°4 i1 474„ a: Ra 5x8 = 16 15 14 5x8 = 3x4 = 3x4 = 5x10 = 9-9-9 19-3-0 28-8-8 38.6-0 I II 9-9-9 9-5-8 9-5-7 9-9-9 Plate Offsets(X,Y)- [2:0-0-10,0-3-3],[12:0-0-10,0-3-3],[15:0-5-0,0-3-0] 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 0.87 Vert(LL) -0.27 15-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(CT) -0.78 15-16 >594 180 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.22 12 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:179 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-15,6-15 SLIDER Left 2x4 DF Std-G 3-5-14,Right 2x4 DF Std-G 3-5-14 REACTIONS. (lb/size) 12=1713/0-5-8,2=1713/0-5-8 Max Horz 2=-98(LC 13) Max Uplift 12=-239(LC 9),2=-239(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-3708/430,4-6=-3445/368,6-7=-2517/325,7-8=-2517/325,8-10=-3445/369, 10-12=-3708/431 BOT CHORD 2-16=-410/3388,15-16=-315/3068,14-15=-254/3068,12-14=-336/3388 WEBS 7-15=61/1189,8-15=-1103/234,8-14=0/427,6-15=-1103/234,6-16=0/427 NOTES- 1) OTES1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 2-4-3,Interior(1)2-4-3 to 15-4-13,Exterior(2)15-4-13 to 23-1-3, Interior(1)23-1-3 to 36-1-13,Exterior(2)36-1-13 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 oD 3)Unbalanced snow loads have been considered for this design. G OD r ROP 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs c'`` _`G'NE�n,51 non-concurrent with other live loads. ` ,7 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,� 2 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 G'� 89200PE 9` 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)except(jt=lb) �� 12=239,2=239. Cr -7 ,f_OREGON�� ,�4/ <O �Y 14, 20 Q"�' �FRRiI.ti- EXPIRES: 12-31-2019 September 24,2019 lislisimm......mismonsegnatolv le—. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/032015 BEFORE USE. Iii f 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 Bug 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698119 2093360 A05 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:45:58 2019 Page 1 ID:SvWUdi1 VIzdO90inVr4vGhyaPpx-?07ccrMKRKIkRnkytmHoKbxlxdA3DUHMeVBYuXyaP4N 37-0-0 -1-6-0 3-2-10 6-2-12 9-4-9 12-10-0 13-3-0 19-3-0 25-8-0 32-1-0 35-3-6 36-7-6 38-6-0 1-6-0 ' 3-2-10 3-0-1 3-1-13 3-5-8 0-5-0 60-0 6-5-0 65-0 3-2-6 1-4-0 1-6-0 0-4-10 Scale=1:66.2 4.00 12 5x6 - 9 10 11 4x12 % 8 -_ 12 3x6 7 •' . ce 13 3x6 5 49 _I 14 1 11 15 161714 42 I41 '\3x6 yl t 18 iii 22 50 3x8 wI � 233x83- 48 I 13x6 `. �. .,^ I 24 3x6 y 25 2 u .• _ yy 1 I �� 5xB ...-�x6_J - - - - 11`. ro R. 38 37 36 3x6 I I •.-.tQ.A..!!!!!a!a! •f....i!Oi�..!!....ilQ�A?iA/i/w 9 4x12 = 4x8 = 3x6 3x4 = 3x4 = 3x6 35 34 33 32 31 30 29 28 27 26 3x6 37-0-0 6-2-12 9-4-9 1 13-3-0 17-1-7 19-3-0 20-3-4 26-4-0 . 28-10-8 35-3-6 367-6 I 13660 I 6-2-12 3- 1-13 3-10-8 3-10-7 2-1-9 1-0-4 6-0-12 2-6-8 6-4-14 1-4-0 1-6-0 0-4-10 Plate Offsets(X,Y)- [2:0-0-0,0-2-31[34:0-3-9,0-2-0] LOADING (psf) 1SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.69 Vert(LL) -0.18 37-38 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.39 37-38 >804 180 TCDL 7.0 Rep Stress Ina YES WB 0.41 Horz(CT) 0.10 26 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:235 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* JOINTS 1 Brace at Jt(s):39,41,43,45 6-34:2x6 DF No.2 OTHERS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 1-7-2 REACTIONS. All bearings 12-5-8 except(jt=length)2=0-5-8,35=0-3-8. (Ib)- Max Horz 2=108(LC 12) Max Uplift All uplift 100 lb or less at joint(s)26,33,32,31,30,29,28,27 except 2=-214(LC 8),34=-268(LC 9) Max Gray All reactions 250 lb or less at joint(s)26,33,32,31,30,29,28,27 except 2=1282(LC 19),34=1005(LC 20),35=554(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=2571/385,4-6=2244/296 BOT CHORD 2-38=-396/2351,37-38=-237/1774,35-37=-214/2205,34-35=-214/2205 WEBS 11-47=-287/78,17-34=-395/137,6-42=-2108/191,41-42=-2062/175,40-41=-2122/192, 39-40=-2129/203,39-47=-2110/183,43-47=-2330/214,43-44=-2342/223, 44-45=-2345/228,45-46=-2360/234,34-46=-2373/235,6-38=8/481,4-38=366/190, 6-37=0/565,37-47=-474/96 ��4ti� PROFESS NOTES- 1)Wind:ASCE 7-10;Vult=l20mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; .Gj I'GINE4.71?7 /O MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 2-4-3,Interior(1)2-4-3 to 15-3-0,Exterior(2)15-3-0 to 23-3-0, V 1, Interior(1)23-3-0 to 34-6-0,Exterior(2)34-6-0 to 38-4-4 zone;cantilever left and right exposed;end vertical left and right „�/ A "� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Z92.0 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry / Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. /' • 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 10 Ct. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 7, OREGON tx u/ non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. <O 4y 14f 2.0 QP 7)Gable studs spaced at 1-4-0 oc. M V 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. "�RRIt„`- 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 fit between the bottom chord and any other members. EXP11RES:111112--‘3-1-2019 10)A plate rating reduction of 20%has been applied for the green lumber members. a7 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)26,33,32,31, September 24,2019 30 29 28 27 exce.t -=lb 2=214 34=268. A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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 Mel( 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698120 2093360 B01 Common Supported Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:00 2019 Page 1 I D:SvWUdi1 VIzd090inVr4vGhyaPpx-yPFN1 XOazy?Sh4uK_BKGQ01 CbR?ZhUWf6pgfzPyaP4L -1-6-0 13-3-0 26-6-0 28-0-0 1-6-0 13-3-0 13-3-0 1-6-0 Scale=1:47.3 4x4 11 12 13 Sheet Back Aire Full Sheathing 4.00 12 43 10 ,,>// � � 14 1 Ply 7/16"4x9 OSB g /�/�/ +i. 44 15 42 8 %� �/% / , r;;�/I�I44,16 5 17 // �/ / %/%� // t �'�iii18 is u: 5 ///A/7/4j /////� ���/�� I' �r1 20 3x4 3x4 ; 4 �!// ��� //� ��/ ��% /// ���i� 2i 3x4 •/�/ // / �/ ��// �p 22 Fie ";41k---ill%%Air !I////I aZJ/.n./ 2i/i/A u. i 1 il/J/ // J///iJ///iJ/////J//////'7//...-N y /7/////`7/////`1// �J////sJ 11%J/ J//-m-,,/J/////27///:e7/ ///Hmi to rvrr.-vrr••rr••.vv.rr.•-r•r.-r.•.-.�r•-vrrrrr•-r.-...�rrv.r•.-v.....vvvrr... �r•.•rr•..rvr•.-v...•�rr.•.rrrv.-.-.-rrv-rrrr.-v.-r.-.vvrvrr•.- 3x4 II41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 II 3x6 - 26-6-0 26-6-0 Plate Offsets MY)-- [2:0-2-4,0-0-6] [22:0-2-4,0-0-!1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 23 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 23 n/r 120 TCDL 7.0 Rep Stress Ina YES WB 0.04 Horz(CT) 0.00 22 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-RH Weight:222 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 1-6-5,Right 2x4 DF Std-G 1-6-5 REACTIONS. All bearings 26-6-0. (Ib)- Max Harz 2=70(LC 12) Max Uplift All uplift 100 lb or less at joint(s)22,34,35,36,37,38,39,40,41,32,31,29,28,27,26,25, 24,2 Max Gray All reactions 250 lb or less at joint(s)33,34,35,36,37,38,39,40,41,32,31,29,28,27,26, 25,24 except 22=264(LC 18),2=264(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 10-3-0,Corner(3)10-3-0 to 16-3-0, Exterior(2)16-3-0 to 25-0-0,Corner(3)25-0-0 to 28-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ,cl c:.O PROFF 4)Unbalanced snow loads have been considered for this design. `y�`GIN�F9 �►�DA- 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,, !� non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. QAC/ 89200PE t_ 7)Gable requires continuous bottom chord bearing. 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.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. 7 A_OREGON 1(/ 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)22,34,35,36, 1i, 4 O�� 37,38,39,40,41,32,31,29,28,27,26,25,24,2. O 14, 2 ��+ � RR ILA- EXPIRES: 12-31-2019 September 24,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona CA 92880 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698121 2093360 -802 Common 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:02 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-unN7SDQgVZGAwO2j6cMkVR6QKEZn9LgyZ79111yaP4J -1-6-0 6-2-13 13-3-0 20-3-3 26-6-0 28-0-0 1-6-0 6-2-13 7-0-3 7-0-3 6-2-13 1-6-0 Scale=1:47.3 4x8 5 4.00 12 24 23 2x4 22 25 2x4 G 4 6 .4 `� 3x4 a 213x4 3 7 26 h 2 �• 8 9 i4 ►. 12 11 10 3x4 = 3x6 54 II 5x6 3x4 9-4-9 17-1-7 26-6-0 9-4-9 7-8-14 9-4-9 Plate Offsets(X,Y)7- 12:0-3-4,0-0-21,[8:0-3-4,0-0-2] 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 0.66 Vert(LL) -0.16 10-12 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(CT) -0.37 10-12 >860 180 TCDL 7.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.09 8 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-AS Weight:114 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G SLIDER Left 2x4 DF Std-G 2-6-0,Right 2x4 DF Std-G 2-6-0 REACTIONS. (lb/size) 8=1209/0-5-8,2=1209/0-5-8 Max Horz 2=70(LC 12) Max Uplift 8=-181(LC 9),2=-181(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-4=-2344/299,4-5=-2039/221,5-6=-2039/221,6-8=-2344/299 BOT CHORD 2-12=-274/2184,10-12=107/1563,8-10=-215/2184 WEBS 5-10=-22/562,6-10=-499/202,5-12=22/562,4-12=-499/201 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 10-3-0,Exterior(2)10-3-0 to 16-3-0, Interior(1)16-3-0 to 25-0-0,Exterior(2)25-0-0 to 28-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �GQI p PROFFss non-concurrent with other live loads. �`rT` CCS 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Gj !NGINEtC� 'OA 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 C. V _!� will fit between the bottom chord and any other members. QZI 89200PE 9! 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=181,2=181. ,0001101117.9' 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 111411F,• Or sheetrock be applied directly to the bottom chord. OREGON �Q 4, if_ r 14 Z��4 RR%IA- EXPIRES: 12-31-2019 September 24,2019 M ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mt1-7473 rev.10/03/2015 BEFORE USE 1111 . Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698122 2093360 CO1 Common Supported Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:04 2019 Page 1 ID:SvWUdil VIzd090inVr4vGhyaPpx-gAUutuR51 AWu9iC6D1 OCasBua2L1 dIpF1 Qes6ByaP4H -1-6-0 10-0-0 20-0-0 21-6-0 1-6-0 10-0-0 10-0-0 1-6-0 Scale=1:36.9 4x4 =: 9 10 i �1 4.00 12 8 aia. 6 337 P 1 11 i 12 32 Y, 35 5 I IN ,ly� r 13 14 4 oil 1I i 31 3 r 1 1 Y Y 15 36 2 y 16 01 L H 0 E H Y w Y II' : Y w w e ra 1719 Y \►, O e'�_..�:� _w_� ���a�'e'a�e����e������.�1`�iA�.�vsv�ri-w-��-����►v�9��aR'�e'a�:. 3x4 = 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 = 20-0-0 20-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 17 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) 0.00 17 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 16 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:109 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 20-0-0. (Ib)- Max Horz 2=55(LC 16) Max Uplift All uplift 100 lb or less at joint(s)2,16,25,26,27,28,29,30,23,22,21,20,19,18 Max Gray All reactions 250 lb or less at joint(s)24,25,26,27,28,29,30,23,22,21,20,19,18 except 2=283(LC 18),16=283(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 7-0-0,Corner(3)7-0-0 to 13-0-0, Exterior(2)13-0-0 to 18-6-0,Corner(3)18-6-0 to 21-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �`4�Q o D OFr�s non-concurrent with other live loads. ` `V r R C 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. NGj a NGINE1&, Z 8)Gable studs spaced at 1-4-0 oc. ,� V ,7 /L 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200PE '91! 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 kc 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. /gyp 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,16,25,26,27, 28,29,30,23,22,21,20,19,18. 0 Cr Y AOREGON\Is oto <Ogy14, 2° 4 SFR R 10- EXPIRES: 12-31-2019 September 24,2019 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE _— Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PII 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698123 2093360 CO2 Common 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:05 2019 Page 1 ID:SvWUdi1 VIzdO9OinVr4vGhyaPpx-IM2G5ESjoUelnsminkvR74k?kScmMiwOF4OQedyaP4G -1-6-0 5-5-2 10-0-0 14-6-13 20-0-0 21-6-0 1-6-0 5-5-2 4-6-13 4-6-14 5-5-3 1-6-0 Scale=1:36.9 4x4 = 4 1. 9 4.00 112 10 11 2x4 -z.,-- 2x4 3 5 Ar �'� 12 6 cdjy 2 o B 3x6 = 3x6 = 3x8 = 10-0-0 _ 20-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)- [2:0-0-0,0-0-10],[6:Edge,0-0-10] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.06 6-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.19 6-8 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code 1BC2015/TP12014 Matrix-RH Weight:94 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-1-15 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=931/0-5-8,6=931/0-5-8 Max Horz 2=55(LC 12) Max Uplift 2=-157(LC 8),6=157(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1638/226,3-4=-1251/128,4-5=-1251/128,5-6=-1638/226 BOT CHORD 2-8=192/1468,6-8=-156/1468 WEBS 4-8=0/510,5-8=-466/197,3-8=-466/196 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, Interior(1)13-0-0 to 18-6-0,Exterior(2)18-6-0 to 21-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. CEO P R OFFS 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. �.`� `G,Nn s/OA 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 ,, \_ 4. !� will fit between the bottom chord and any other members. 9 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) `9200P T 2=157,6=157. / lliP . 4111P ft 9 ,� OREGON�� �4, <O 41" 14, 2s P4 41R10- v EXPIRES: 12-31-2019 September 24,2019 1 I N A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. , 111111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TP/1 Quality Criteria,DSB-89 and SCSI Building Component , 250 Bug Cirde 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698124 2093360 CO3 Common Girder 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:08 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-jxkOjGUb4POKeJVtStT8kiMO3fW4Zysry2c4FyyaP4D 3-4-0 6-5-2 10-0-0 13-6-14 16-8-0 20-0-0 - -- 3-4-0 __- ---3-1-2 3-6-14 3-6-14 3-1-2 3-4-0 Scale=1:34.3 7x14 MT18HS 4 4.00 12 '--7- 4x6 _4x6 � � 4x6 3 O. 5 li I I I I II 1 ill 18 19 2x4 a44 2x4 2 46 ow. I 1111111111111 .... 1r 711 =' o— — — Pf r • o ` o �, 20 21 11 22 10 �9 23 24 8 25 26 �: HUS26 HUS26 8x8 HUS26 7x14 MT18HS =- 12x12 - HUS26 HUS26 8x8 HUS26 7x14 MT18HS -- HUS26 7x14 MT18HS HUS26 HUS26 5-0-0 ___. _._ 10-0-0 15-0-0 _.... 20-0-0 -_ _ —1 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets(X,Y)— [1:Edge,0-2-3],j7:Edge 0 2 3],18.0-4-0,0-6-0j,[9:0-6-0,0-6-4],[11:0-4-0,0-6-0] 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 0.90 Vert(LL) -0.26 9-11 >926 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(CT) -0.60 9-11 >398 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.66 Horz(CT) 0.11 7 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-MSH Weight:224 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* 4-9:2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=7989/0-5-8,7=8060/0-5-8 Max Horz 1=47(LC 31) Max Uplift 1-976(LC 6),7=-985(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=17709/2178,2-3=-17891/2175,3-4=-13765/1681,4-5=-13765/1681, 5-6=-17859/2172,6-7=-17687/2176 BOT CHORD 1-11=2064/16666,9-11=-1877/15434,8-9=-1840/15415,7-8-2028/16649 WEBS 4-9-992/8441,5-9=-2939/418,5-8=-331/2973,6-8=-118/464,3-9=-2962/420, 3-11=-333/2997,2-11=119/482 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-4-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. 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 OD PROFS ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. '\((' Ss 3)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; Oa tiNGINE1 /O MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate �? V 1 grip DOL=1.60 �� Q17 $ r. 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 200PE 5)Unbalanced snow loads have been considered for this design. 6)All plates are MT20 plates unless otherwise indicated. � — 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 41111P • 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide iin Cr will fit between the bottom chord and any other members. OREGON 9)A plate rating reduction of 20%has been applied for the green lumber members. 1 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9y��4Y 14 2.0N Q+�� 1=976,7=985. 11) Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 'SFR R II.L 2-0-12 from the left end to 18-0-12 to connect truss(es)to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. EXPIRES. 12-31-2019 LOAD CASE(S) Standard September 24,2019 Gontiai d oRoage 2 aN ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 ANSI/TPII 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 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698124 2093360 CO3 Common Girder 11 2Job Reference @Rhona!) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:08 2019 Page 2 ID:SvWUdi1 VIzdO9OinVr4vGhyaPpx-jxkOjGUb4POKeJVtStT8kiMO3fW4Zysry2c4FyyaP4D 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=-64,12-15=-20 Concentrated Loads(Ib) Vert:10=-1597(F)9=-1597(F)20=-1595(F)21=1597(F)22=-1597(F)23=-1597(F)24=1597(F)25=-1597(F)26=-1595(F) i I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10Po3/1015 BEFORE USE. Design valid for use only with MiTekSi 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 Safetylnlormation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698125 2093360 D01 Common Supported Gable 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:09 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-B7lmwcVDrj8BGT430a_NHwuIJ33CIZ?_AiMdnOyaP4C -1-6-0 6-0-0 12-0-0 13-6-0 1-8-0 6-0-0 6-0-0 1-6-0 Scale:1/2"=1' 4x4 = 6 Sheet Front /it. Full Sheathing 4.00 12 5 / 7 1 Ply 7/16"4x9 OSB �/ /010,. 'f�' �j 20 4 I�/// /K /% y' ii+ 21 19 A/ eAlip 22 "Pore 10,7 II i A 10 2 AK "):1 i . PAr /./' A./, i/� ./Mr ANT � �� 11 9 ❖::is❖_.7::❖1:::o.❖:❖:❖:❖:❖:❖: i❖:❖:❖::.❖:❖:❖:❖:❖:o❖:❖:.❖:❖:❖:❖:❖:.❖:❖:❖:❖:❖:❖:❖:❖:❖:..❖:❖:❖::7:: ❖:❖:: 3x4 = 18 17 16 15 14 13 12 3x4 = 12-0-0 OP 12-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 11 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) 0.00 11 n/r 120 TCDL 7.0 Rep Stress lncr YES WB 0.03 Horz(CT) 0.00 10 n/a n/a I BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:79 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 12-0-0. (Ib)- Max Horz 2=36(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,18,14,13,12 Max Gray All reactions 250 lb or less at joint(s)15,16,17,18,14,13,12 except 2=283(LC 18),10=283(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 3-0-0,Corner(3)3-0-0 to 9-0-0, Exterior(2)9-0-0 to 10-6-0,Comer(3)10-6-0 to 13-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs nGD D DOrC non-concurrent with other live loads. ``6 f"fl !'C 6)All plates are 2x4 MT20 unless otherwise indicated. ,c�(, S 7)Gable requires continuous bottom chord bearing. �Gj` ,�NGINEF9 s/� 8)Gable studs spaced at 1-4-0 oc. �� ,7 /fj 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , •g200P r 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. j� 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16,17,18, i i" 14,13,12. O OREGON 0x to �L��1 Y 14 2°N #& �FRRILV EXPIRES: 12-31-2019 September 24,2019 aM A,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. NEI 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` ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,emotion and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Cirde 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698126 2093360 D02 Common 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:10 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-fKs98yWrc0G2udfFalVcg7RtOTMl1?v7PM5BJgyaP4B -1-6-0 6-0-0 __... 12-0-0 13-6-0 _ 1-6-0 6-0-0 6-0-0 1-6-0 Scale:1/2"=1' 4x4 3 4.00 12 ,— 910 m 7 -------- 4 2 -- —_ _—. -_. - _._ _ - 5 0 6 3x6 2x4 3 6-0-012-0-0 6-0-0 6-0-0 Plate Offsets(X,Y}- [2:0-0-0,0-0-10],[4:Edge,0-0-10]_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.02 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.05 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:50 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=595/0-5-8,4=595/0-5-8 Max Horz 2=36(LC 16) Max Uplift 2=-120(LC 8),4=-120(LC 9) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-746/110,3-4=-746/110 BOT CHORD 2-6=33/618,4-6=-33/618 WEBS 3-6=0/282 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 3-0-0,Exterior(2)3-0-0 to 9-0-0, Interior(1)9-0-0 to 10-6-0,Exterior(2)10-6-0 to 13-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. D 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs QED PROFF 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. `GINE rn 6++ 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \� ` ."9 O 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. NJ 9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Q 89200PE 2=120,4=120. /�.. 0 CC '�OREGON tX oto <D lk14, °NQ4 M 2 ER R l lN- v EXPIRES: 12-31-2019 September 24,2019 A WARNING Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. - 1Design 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 (��q 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 mug 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698127 2093360 D03 COMMON GIRDER 2 n L Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:11 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-7WQXLIXUNKOuVnES7?OrML_2ctbym00HeOrkrHyaP4A 3-0-0 6-0-0 9-0-0 _.._..._ _.. 12-0-0Ii 3-0-0 3-0-0 3-0-0 3-0-0 Scale=1:19.6 5x6 3 4.00 12 1 2 8 2x4 ---- 7 2x4 4 5 a 9 10 6 11 12 ,0x10 -_ 4x8 = 4x8 = t_ _- _. _. -___- 6-0-0 -_.------__ --_.. -.... __ -. 12-0-0 6-0-0 6-0-0 Plate Offsets(X,Y)-- 16_0-5-0,0-6-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.08 1-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.18 1-6 >751 180 TCDL 7.0 Rep Stress Ina NO WB 0.35 Horz(CT) 0.03 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH • Weight:125 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G*Except* 3-6:2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=4685/0-5-8,5=4759/0-5-8 Max Horz 1=-31(LC 32) Max Uplift 1=-677(LC 6),5=-688(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=7916/1176,2-3=-8471/1209,3-4=8471/1209,4-5=-7919/1177 BOT CHORD 1-6=1081/7240,5-6=1059/7243 WEBS 3-6=705/5134,4-6=-182/951,2-6=182/954 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc. 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 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; 4E1) PRQp . MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate ` G'N� C�s0 grip DOL=1.60 .GJ y. Q 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ��? 2 5)Unbalanced snow loads have been considered for this design. 4 = [Job Truss 'Truss Type Qty 'Ply 1Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698127 2093360 D03 COMMON GIRDER 2 ,1 2 Job Reference(optional)ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:11 2019 Page 2 ID:SvWUdilVlzdO9OinVr4vGhyaPpx-7WQXLIXUNKOuVnES7?OrML 2ctbymOOHeOrkrHyaP4A LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=64,3-5w-64,1-5=-20 Concentrated Loads(Ib) Vert:6=-1695 9=-1695 10=-1695 11=1695 12=-1695 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. ' '-'f, 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 MIMS building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iiVi i 'i,. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPlt 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698128 2093360 E01 Common Supported Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:13 2019 Page 1 ID:SvWUdi1 Vlzd090inVr4vGhyaPpx-3vXHmzYkvxec140gFQ3JRm3RlgQ6EMta5KKrw9yaP48 -1-6-0 5-6-0 11-0-0 -._... _._... 12-6-0 1-6 0 5-6-0 5-6-0 1-6-0 Scale=1:22.4 4x4 = 5 Sheet Front At, � Full Sheathing 4.00 12 4 r /I ��/ 1 Ply 7/16"4x9 OSB 1 /y 3 lieper 16 15 �, r 474 18 Pil/ / 1/.1 �i�/ �, �, y %/ %% iii, 9 9 g % /�//// A//% �/% %/ /iy '//ai j 3x4 = 14 13 12 11 10 3x4 11-0-0 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 9 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(CT) 0.00 9 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 8 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:70 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 11-0-0. (Ib)- Max Horz 2=33(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,8,13,14,11,10 Max Gray All reactions 250 lb or less at joint(s)12,13,14,11,10 except 2=271(LC 18),8=271(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-1-6-0 to 1-6-0,Exterior(2)1-6-0 to 2-6-0,Corner(3)2-6-0 to 8-6-0, Exterior(2)8-6-0 to 9-6-0,Corner(3)9-6-0 to 12-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. L p 6)All plates are 2x4 MT20 unless otherwise indicated. ` 0) P R°Ffi 7)Gable requires continuous bottom chord bearing. �.` GINE ts� 8)Gable studs spaced at 1-4-0 oc. % F Q 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,c? 2 0 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 7.1 g200P '9! 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)2,8,13,14,11, 10. 4 OREGON N,, X40 /0 '9Y14, 20 Q4 MFR R 11-x- v EXPIRES: 12-31-2019 September 24,2019 limp N ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE 11111 . 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 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,VA22314. j Corona,CA 92880 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof I K6698129 2093360 1E02 Common 1 1 L _ Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:14 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-X55fzJZMgFmTMEy1 p7aY_zcaK4kxzo3jK_30ScyaP47 -1-6-0 5-6-0 11-0-0 12-6-0 1-6-0 5-6-0 5-6-0 1-6-0 Scale=1:22.4 4x4 3 i 4.00 112 8 9 7 10 2 4 ; c 5 c X _ 6 3x6 = 2x4 II 3x6 = 5-6-0 11-0-0 5-6-0 5-6-0 --- ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.01 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.03 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES 1 WB 0.10 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:46 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=553/0-5-8,4=553/0-5-8 Max Horz 2=33(LC 12) Max Uplift 2=-115(LC 8),4=-115(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=661/100,3-4=661/100 BOT CHORD 2-6=-26/543,4-6=-26/543 WEBS 3-6=0/254 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 2-6-0,Exterior(2)2-6-0 to 8-6-0, Interior(1)8-6-0 to 9-6-0,Exterior(2)9-6-0 to 12-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�EO PROpp 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 ` S will fit between the bottom chord and any other members. `Gj. !�(}INE<C`n s1/2O 7)A plate rating reduction of 20%has been applied for the green lumber members. Ti '7 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) w "9 2=115,4=115. Q 89200PE r II y4 4 OREGON tx wQ 1 k 'O Aly 14, - P4 MERRI1-\-- EXPIRES: 12-31-2019 September 24,2019 11 1 __ I .i A,WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 Meek 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 busses and truss systems,see ANSI/TP/1 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698130 2093360 E03 COMMON GIRDER 1 n 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:15 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-?Hf2BfaRZuK_OXDMr5nVVB8iSUzeiBEtZepx_2yaP46 5-6-0 11-_0-0 5-6-0 5-6-0 Scale=1:17.9 5x6 2 4.00 12 5 6 3 1 o 0 4x12 II 4x8 = 4x8 = 5-6-0 11-0-0 5-0-0 5-0-0 Plate Offsets(X,Y)-- [4:0-6-4,0-2-0] 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 0.45 Vert(LL) -0.07 1-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.17 1-4 >755 180 TCDL 7.0 Rep Stress Incr NO WB 0.36 Horz(CT) 0.03 3 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:99 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-0 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=4639/0-5-8,3=4720/0-5-8 Max Horz 1=29(LC 31) Max Uplift 1=-671(LC 6),3=-683(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-7839/1120,2-3=-7839/1120 BOT CHORD 1-4=1014/7266,3-4=-1014/7266 WEBS 2-4=-715/5285 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc. 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 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate G4Ep PROpe S grip DOL=1.60 S 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 ,. tiNGiNFF9 /� 5)Unbalanced snow loads have been considered for this design. 2 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��/ � 7)*This truss has been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide :92 OP will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) - 1=671,3=683. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1695 lb down and 259 lb up at y A_OREGON b, 4, 1-6-12,1695 lb down and 259 lb up at 3-6-12,1695 lb down and 259 lb up at 5-6-12,and 1695 lb down and 259 lb up at 7-6-12, L74 N A, and 1695 lb down and 259 lb up at 9-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility O '9Y 14 2.0 of others. 4RR�Ly LOAD CASE(S) Standard 1 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 EXPIRES: 12-31-2019 September 24,2019 W;riye on oaae 2 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10N3?015 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek" fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIJTP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job 1Truss !Truss Type Qty 1Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof ,i 1 I K6698130 2093360E03 COMMON GIRDER 1 n 1 1 L ,Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:15 2019 Page 2 I D:SvWUdi 1 VIzdO9OinVr4vGhyaPpx-?Hf2Bfa_RZuK_OXDMr5n WB8iSUzeiBEtZepx_2yaP46 LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=64,2-3=-64,1-3=-20 Concentrated Loads(Ib) Vert:4=-1695 7=-1695 8=-1695 9=-1695 10=-1695 11 i v... '.� A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 ANSI/TPII Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698131 2093360 F01 Common Structural Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:19 2019 Page 1 ID:SvWUdil VIzdO9OinVr4vGhyaPpx-u3uY11 dWnPmT?r_bh9jhl JR75TIe3gSTGn98pyaP42 -1-6-0 3-8-8 7-5-0 8-11-0 1-6-0 -.-. -..--- 3-8-8 -.. . -.. -__ 3-8-8 1-6-0 Scale=1:19.3 4x4 = 3 Sheet FARO 12 Full Sheathing ,®,�. 1 Ply 7/16"4x9 OSB / f7//7/' 8v 4 2 440 Air o •Ii// q 1 =/ �����= 5 i o 6 'AIL 2x4 3x4 = 3x4 = 3-8-8 7-5-0 3-8-8 I 3-8-8 LOADING (psf) SPACING- 2-0-0 CSI. . DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:34 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=405/0-3-8,4=405/0-3-8 Max Horz 2=26(LC 8) Max Uplift 2=98(LC 8),4=-98(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-436/69,3-4=-436/69 BOT CHORD 2-6=0/367,4-6=0/367 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 1-4-0 oc. '�ED PR ope 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CL s 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide SCD. !NG I N E si22 will fit between the bottom chord and any other members. , V 9)A plate rating reduction of 20%has been applied for the green lumber members. -/ "Q 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 89200P E 4 OREGONKt. tti� ,O 9 y 14, 20 P-4- MFRRI�\- EXPIRES: 12-31-2019 September 24,2019 t _ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-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 ANSI/FP/1 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698132 2093360 F02 Common 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:20 2019 Page 1 I D:Sv W Udi 1 VIzd090i nVr4vGhyaPpx-M FSxENe7G5Xd49QA9O hyDEsctVpdN W8ciwVMg FyaP41 -1-6-0 3-8-8 6-11-0 1-6-0 3-8-8 3-2-8 Scale=1:15.7 4x4 3 6 4.00 12 ."".. 7 m 4 r , 4 -" z Or , x _------- .3x4 ---- .....--- 52x4 3x4 -.- 3-5-8 3-5-8 3-8-8 6-11-0 3-5-8 0-3-0 3-2-8 _ Plate Offsets(XYY+ 14:0-0-0.0-0-0_1 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 0.21 Vert(LL) -0.01 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.09 Vert(CT) -0.02 2-5 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 4 n/a n/a BCLL 0.0 * Code 1BC2015/TP12014 Matrix-P Weight:23 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size) 4=269/Mechanical,2=400/0-3-8 Max Horz 2=34(LC 8) Max Uplift 4=-29(LC 9),2=-99(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-420/90,3-4=-409/84 BOT CHORD 2-5=-45/352,4-5=-45/352 NOTES- 1)Wind:ASCE 7-10;Vutt=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C 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 Il;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �c PR rc 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 ( 0 D/-C will fit betweenathe bottom 0d and nn other members. �\��` _`G'NE. s/19 OA 7)A plate rating reduction of 20%has been applied for the green lumber members. �` -!� 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. ��/ $ 2OOPE '9f -y, ,h,OREGON Ix ,`40 ''-<0-.74k 14, (1°N P-�- MRRII.L EXPIRES: 12-31-2019 September 24,2019 ®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 BM 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 OW Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698133 2093360 GO1 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:21 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-gROJRiel1 PfUiJ?Nj5CBmSOnVv7T6_01xaGGCiyaP40 -1-6-0 5-11-8 1-6-0 5-11-8 Scale=1:176 6 7 Sheet Back Full Sheathing -- 1 Ply 7/16"4x9 OSB 4.00 ,2 5 4Ay 7// N 2 �/ °1 /r / :f / A.417'-/r/ffrirj/ ' /4 j A/////,!/or - //:/ ' /�r� /740 ZZAkd A.,f4 744i rd12 11 10 9 13 8 5-11-8 5-11-8 SPACING- 2-0-0 LOADING (psf) TCLL 25.0 Plate Grip DOL 1.15 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) TC 0.22 Vert(LL) -0.05 11 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.24 Vert(CT) -0.12 11 >546 180 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 n/a n/a BCLL 0.0 ' Code IBC2015/TP12014 Matrix-RH Weight:41 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc puffins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. (lb/size) 13=353/0-3-12,9=240/Mechanical Max Horz 13=77(LC 8) Max Uplift 13=81(LC 8),9=-52(LC 12) Max Gray 13=363(LC 19),9=275(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-279/127 NOTES- 1)Wind:ASCE 7-10;VuIt=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-7-9,Interior(1)1-7-9 to 2-11-8,Exterior(2)2-11-8 to 5-11-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C� p P R OF'cs non-concurrent with other live loads. i C 6)All plates are 2x4 MT20 unless otherwise indicated. �Gj� �c1GItVE�c9 s/� 7)Gable studs spaced at 1-4-0 oc. �? V )j 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� QQ200PE 9� 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 �7 will fit between the bottom chord and any other members. 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. _ �S ' • 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)13,9. ¢ , OREGON�� 4 476-7,11, Q q 1, 14 2� ,;'�' MRRIVA- EXPIRES: 12-31-2019 September 24,2019 I A,WARNING-Verity 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek.iTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPII 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 1 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698134 2093360 G02 Monopitch 11 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:22 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-Idahf2fNninLKTaZHpjQJfxwilSrrR1 VAE?pk8yaP4? -1-6-0 5-11-8 1-6-0 5-11-8 Scale=1:20.2 2x4 3 4 4.00 12 9 8 3x4 n ' 2 1 QS 6 7 4x6 5 2x4 I' 5-11-8 -------- 5-11-8 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 0.38 Vert(LL) -0.04 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.13 6-7 >508 180 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) -0.00 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 • Matrix-P Weight:30 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=353/0-3-12,6=240/Mechanical Max Horz 7=77(LC 8) Max Uplift 7=-81(LC 8),6=-52(LC 12) Max Gray 7=364(LC 19),6=276(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-309/159 NOTES- 1)Wind:ASCE 7-10;Vult=l20mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-6-0 to 1-6-0,Interior(1)1-6-0 to 2-11-8,Exterior(2)2-11-8 to 5-11-8 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p 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 CC ED PR OFFS will fit between the bottom chord and any other members. Ec.`,7 ,51 7)A plate rating reduction of 20%has been applied for the green lumber members. Cj !`G'N ` 8)Refer to girder(s)for truss to truss connections. �?' V 4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,6. 89200PE �r LA_OREGONtx �lv1 �O �Y 14, 2° M •RRIe' EXPIRES: 12-31-2019 September 24,2019 A WARNING-Verily 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 ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Gree 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698135 2093360 G03 Monopitch Structural Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:22 2019 Page 1 ID:SvWUdi1 VIzdO9OinVr4vGhyaPpx-Idahf2fNninLKTaZHpjQJfxyLlVerRFvAE?pk8yaP4? -1-6-0 1-11-8 1-6-0 1-11-8 Scale=1:11.2 3 4 SheetFront 2x4 / Fullll Sheathing 4.00 12 1 Ply 7/16"4x9 OSB 8 2x4 i! / 2 /•;;00,00 1 i /% / lir AMi/. 6 7 2x4 2x4 II 5 1-11-8 1-11-8 _._. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) 0.00 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=229/0-3-12,5=28/Mechanical Max Horz 7=36(LC 9) Max Uplift 7=-81(LC 8),5=-55(LC 18) Max Gray 7=305(LC 18),5=38(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-272/132 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)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 ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Q DD r 6)Gable studs spaced at 1-4-0 oc. c O r(IOFC 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ;�(, �Cjl N c�061 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Cj• ` E -7 will fit between the bottom chord and any other members. ,� 2 9)A plate rating reduction of 20%has been applied for the green lumber members. ' 89200PE 9 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)7,5. �/ 0+ Iii CC OREGON � /4/ 420-.7,1/k 14 2oN�P-� ` 41R11-k- EXPIRES: 12-31-2019 September 24,2019 1 I . A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698136 2093360 J01 Monopitch Supported Gable 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:23 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-ng83sOg?YOvBxd8IgWEfrtU66iruatf20ulNHayaP4_ -1-6-0 1-10-0 1-11-8 1-6-0 1-10-0 0-1-8 Scale=1:11.2 3 4 Sheet Front 2x4 Full Sheathing 4.00 ,12 �. 1 Ply 7/16"4x9 OSB 8 3x4 11 �. '' 2 .�� ,'7 I cp •^'- 1 1 / ' oA,,,/ 7 rG. /,j i -lir i�-i0 •i000i�i�i�iO 7 6 5 2x4 II 2x4 1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid ' PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.00 1 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) -0.00 1 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-P Weight:13 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1-11-8. (Ib)- Max Horz 7=36(LC 9) Max Uplift All uplift 100 lb or less at joint(s)7,4,5 except 6=-245(LC 18) Max Gray All reactions 250 lb or less at joint(s)4,5,6 except 7=341(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=291/236 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. D 6)Gable requires continuous bottom chord bearing. 4E0 1-RQp1 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). c„,.<('TG`,G'N�cCn 1 8)Gable studs spaced at 1-4-0 oc. v`_ i'7 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c 2 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 !_� 89200PE 9� 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)7,4,5 except (jt=lb)6=245. r Q Q -9` ,_OREGONN� lV 1.76-7,/k 14 20 fitQ. MRRILA- EXPIRES: 12-31-2019 September 24,2019 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIt-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 ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Bug 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 Bella Terra-FR1 Rf-Fern Ridge 1 Roof K6698137 2093360 J02 Monopitch 6 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Jul 14 2019 MiTek Industries,Inc. Tue Sep 24 13:46:24 2019 Page 1 ID:SvWUdi1 VIzd090inVr4vGhyaPpx-F0iR4khdJKl2Znjy0Elu0401r6B6JLkBdYUwoOyaP3z -1-6-0 1-11-8 1-6-0 1-11-8 Scale=1:11.2 3 4 2x4 4.00 12 8 2x4 I 2 I i 1 i1 M i IIII • , O4 -/ 6 7 2x4 5 2x4 II 1-11-8 1-11-8 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 0.21 Vert(LL) 0.00 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 I Matrix-RH Weight:10 Ib FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=229/0-5-8,5=28/Mechanical Max Horz 7=36(LC 9) Max Uplift 7=-81(LC 8),5=-55(LC 18) Max Gray 7=305(LC 18),5=38(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-272/132 NOTES- 1)Wind:ASCE 7-10;Vult=120mph(3-second gust)Vasd=95mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� �� rr will fit between the bottom chord and any other members. D PRO 7)A plate rating reduction of 20%has been applied for the green lumber members. �'<(' C?INE Ss� 8)Refer to girder(s)for truss to truss connections. !I n Q 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,5. �� V ,7 �/9 �, .,$9200PE r 4. .....-- • - -la 41-1' ... - ,. yG 4,OREGON b 4/ A, <0 -9y 14, 20 +.. le- MFR R 11-\- EXPIRES: 12-31-2019 September 24,2019 WARNING-verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7073 rev.10/03r2015 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 ANSVTPII 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 1 3j4' Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury r=� Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1 2. Truss bracing must be designed by an engineer.For 0'/16" 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. 10 IlL Ai 1111.11111or3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. d Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 C6-7 c5-6 O� 4. 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 locations are regulated by ANSI/TPI AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 1. required direction of slots in , I !, connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots. Second dimension is ER-3907,ESR-2362, ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �i�� 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 1 I established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ilik=0 reaction section indicates joint number where bearings occur. ' 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. Mil 18.Use of greenor treated lumber may pose unacceptable E . environmental,health or performance risks.Consult with 11 project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. A BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015