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Plans (79) 073m5 -IWW -i* -I < o 5 ° C) C) o n - -F• o CL 0 0 I- N 2 (7 G) �� co � i I I m- a)a) D ;.• CD 13 0 II II ii II I— .� (0OQ O J N C 2 5- co II II II Q O (3 1 W CD 0) N II ( CT co / N v II I 11 DN Wco * , XI a Z 0 r m cn 2 a m J,___ 66-00-00 D ), 21-05-08 C 4-00-001 17-05-08 y z Oy O )A-00-02;00-00 6-00-00 , 17-00-00 y 28-00-00 , 9-00-00 CI H -, o m C y o rn o 11 1 rn r rn o M Z 0 cri T H/� in t/ CO ci Q F Q O 2 Q Z T . 3211 N F ....� p -14 K 11gi, .. OO £ cb N ) C W i i E p /(`y' co CD A._.... .,.�...,., f? 1 V' N p p 1,JjI tco vAO (3)l CO i CA Ci Ci CU k 73 cn 03 G G • • G G S r_ z 1 iO H 0 X/ 0 0C 13-06-08 6-00-00 Z H 4-00-001 21-00-00 21-05-08 10-06-08 73 T 62-00-00 a 7 3 0 73 D rn v 13X 0 13z o Cd I z r m m m 7:1 - Kcp -0 ,ep c .77 I Cr : a s'e\LALr":-'• ...,0 do . i‘' C f 1"--t ',•4 rn o C C rn W 0410111 5350 SW 107th Ave • pp THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. Beaverton[ Ofl 97005 DATE: These trusses are designed as individual building LE: - components to be incorporated into the budding design ,} ,jj, � � 3!7/2019 NTS at the specification of the building designer. See the .dam � i, Phone: 971-371-5971 ! individual design sheets for each truss design identified BUILDER: ----- _-.— ---- - __-- -. --- --- --- --- -- --- ALESMAN: ---- -- - •UTE#:-_-- —_-- — on the placement drawing. The building designer is Pacific Lifestyle Homes esponsible for temporary and permanent bracing of the Y Glen Etehison 61901022 roof and floor system and for the overall structure. The design of the truss support structure including headers, PROJECT: - - --DESIGNER: J e B#: beams,walls,and columns is the responsibility of the 2127 Dumont E - Lot 17 Willow Brook Glen Etchison building designer For general guidance regarding __ __ __ __ ___ __ _ - bracing, consult "Bracing of wood trusses" available ,,I -- - -- - --- from the Truss Plate Institute, 583 D'Onifrio Drive: ADDRESS: Tigard, OR Madison,WI 53179 M11 MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1901022 PLH-Lot 17 Willow Brook The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by ProBuild West-Beaverton,OR. Pages or sheets covered by this seal: K5820549 thru K5820570 My license renewal date for the state of Oregon is December 31,2019. <<- /O v,5) PRQFFs 7GINE \��a �NFR s 89200PE �r 71 1,OREGON l� /O gr14, 2°0P+� SFR R 10- 0 March 7,2019 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 1 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820549 1 1 B1901022 A01 GABLE Job Reference(optional) 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:34 2019 Page 1 ProBuild West, Beaverton,OR-97005, ID:ip7zasrbVrVgTe3N94?2zyzdGPf-sASx8G4oiKuGPJPbDOQpdfylnNGEiYxd?i26TfzdFn? 1-0-0 22-6-0 T1-0-0 7-6-0 15-0-0 I 7-6-0 I 30-0-0 7-6-0 0 1 9 0-0 7-6-0 7-6-0 Scale=1:54.2 4x4 = 6.00 12 10 n 9 11 48 . 49 12 8 � 114-12456 4x6 i 7 =,` 13 4,61y4-12 MI r Y 14 4x6 5 6`.343 3x6 II 3x6 44 44 15 16 0 4 N2-0-0 2-0-0 2-0-0 45 ..-VMErig PI CI PI 3 41 • -33 31Y ,�s9 s5 r v� 51 46 3x6•I i I ' 42 3x8 I o 17 N 3x8 II 18 1 2 - u? _- - R1 ^ e 6 aooz.♦ ole :-.1 : 4 4 A ppp••pp♦Op♦♦pppppp�ippp♦pO�pO�ip♦♦�iyd♦O♦p�iKOpp♦p♦p�♦p♦6�di♦�i♦Op..♦♦•� 3 19 3x4 — 10x10 = 354 = 29 28 27 26 25 24 23 22 21 20 3x6 = 19-0-0 0-0-0 24-3-4 I 30-0-0 10-0-0 I 9-0-0 -0 0 I 4-3-4 5-8-12 10-0-0 Plate Offsets(X,Y)— [16:0-1-4,0-2-0],[20:0-5-0,0-3-0] LOADING (psf)25.0 Plate Grip DOL 1 1.115 TC 0.16 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP SPATCLL CING- 2-0-0Vert(LL) -0.02 19-20 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.06 19-20 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 17 n/a n/a BCLL 0.0Weight:212 lb FT=20% * Code IBC2015/TPI2014 Matrix-SH BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-6,14-18:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:19-20,17-19. BOT CHORD 2x4 OF SG JOINTS 1 Brace at Jt(s):30,31,32,33,34,35,36,41,42 WEBS 2x4 DF Sttdd G G*Except* 16-20,37-38,39-40:2x8 DF No.2 OTHERS 2x4 DF Std G REACTIONS. All bearings 19-0-0 except(jt=length)17=0-5-8. - (lb)- Max Horz 2=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,23,26,27,28,21 except 17=-136(LC 13),20=-199(LC 13),29=-113(LC 12),24=-100(LC 12) Max Gray All reactions 250 lb or less at joint(s)2,22,23,26,27,28,29,21 except 17=526(LC 20),20=658(LC 20),20=585(LC 1),24=267(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=-616/120 BOT CHORD 19-20=-26/490,17-19=-24/494 WEBS 20-36=-612/286,36-45=-552/243,16-45=-582/265,39-40=-252/51 NOTES- 1) �Ed P R QEF 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; `` MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right �`�'`� NGINE��c�jO� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 T 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 Z,C/ $g20QP E "91. 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. AO ‘V6r- 5)This truss has been designed for greater of min roof live Iced of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ., nonconcurrent with other live loads. .. 6)All plates are 2x4 MT20 unless otherwise indicated. A�OREGON ,1:.-r 7) 8)This studs spaced at 2-0-0 for �G/Q l/,9 1 4 2o'`IP 8)This truss has been designed fora 10.0 psf bottom chord live load nonconcurreM with any other live loads. 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide /�/ , 2 will fit between the bottom chord and any other members. -` - R `1. V 10)A plate rating reduction of 20%has been applied for the green lumber members. r-f 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,23,26,27,28, EXPIRES: 12-31-2019 21 except(jt=lb)17=136,20=199,29=113,24=100. March 7,2019 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A111-1473 rev.10/03/2015 BEFORE USE. t4 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.gracing indicated is to prevent buckling of individualMiTeke 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 ma250 Klugrcle C fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/17,11 Quality Criteria,OSB-89 and BCSI Building Component CoronuC i 92880 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook _ B1901022 A02 FINK K5820550 3 1 ProBuild West, Beaverton,OR-97005, Job Reference(optional) 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:35 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-KMOJMc4QTe071T_nn6x2AsU3EmVwR?4nDMng?SzdFn_ 11-0-0 7-6-022-6-0 1-0-0 7-6-0 I 15-0-0 I 30-0-0 1-0-0 7-6-0 7-6-0 1-0-0 I Scale=1:53.1 4x6 = 6.00 1 4 12 13 5x8 i 11 14 5x8 10 15 m 1 n 6 7 I".; 3x8, 9 16 17 g I0I6 5x10 = 3x4 = 3x8 = 10-0-0 I 20-0-0 30-0-0 10-0-0 10-0-0 I 10-0-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 BCLL 0.0 • Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 6 Na Na BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight 142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Horz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=-473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4-8=-203/762,5-8=533/353,4-9=-203/762,3-9=-533/352 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��p P R pp-ts 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. �`GJ NGI NE4c9 wo 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide 1- will fit between the bottom chord and any other members,with BCDL=10.0psf. GV '9 7)A plate rating reduction of 20%has been applied for the green lumber members. 89200RE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=300,6=300. - Cr 4,OREGON 414 /O Ilk 14, 2-° P-E- MFR R I l.\- 8 EXPIRES: 12-31-2019 March 7,2019 WEINID w. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent budding 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 iV1iT®k° fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 end BCSI Building Component Safety lnfomration available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 250 Klug Circle Corona,CA 92880 / Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820551 81901022 A03 FINK 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:36 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-oYZiZx53Ey8 fdZzKpSHj41E Ar9ASJwS0XDWXzdFmz 11-04I 7-6-0 I 15-0-0 I 22-6-0 l 30-0-0 '1 76-0 1-0-0 1-0-0 7-6-0 7-6-07-6-0 - 1-0-0 Scale=1:53.1 4x6 = 6.00 III4- 12 13 11 14 5s8 i 5x8 5 /4 2 15 :.R \ 10 11 TA 11111011111111111111111? il k 16 9 16 17 8 3x8 = 3x8 = 5x10 = 3x4 = 10-0-0 10-0-0 I 10-0-0 I 20-0-0 30-0-0 I10-0-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3 4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] 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 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 TCDL 7.0 Rep Stress lncr YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH Weight:142 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Hors 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4-8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 r� 3)Unbalanced snow loads have been considered for this design. psf �`1` P R OFrs 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 on U c nonconcurrentwith other live loads. �� N�INE�9 0 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 ��? �9 will fit between the bottom chord and any other members,with BCDL=10.Opsf. �' 8920QPE 1- 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) ,, a 2=300,6=300. Aim �L ,�OREGON�� 4� �O 4 k14, 2° �+�` ' RR1l..\-Ps EXPIRES: 12-31-2019 March 7,2019 4 'WIN A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek, 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 250 KI Circle fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component CoronaCA 92880 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Y Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook 91901022 A04 FINK 5 1 K5820552 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:37 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-G174nH6h?FGgGnBAuXzWFHaOkaBOvv24hgGm2_zdFmy ]1-0-0I 7-6-0 I 15-0-0 I 22-6-0 30-0-0 g1-0-0 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 i1-0-0 Scale=1:53.1 4x6 = 6.00 riT 4 12 13 5x8 11 14 5x8 3 5 101111111111111111.11111V. 4. 15 . /4 --'' ii 011611111111111111111 1 2 _ - _ _... _. _. 6 7 to 16 op 9 16 3x8 = 17 8 Wo 0 5x10 = 3x4 = 3x8 = 10-0-0 20-0-0 10-0-0 10-0-0 I 30-0-0 I 10-0-0 Plate Offsets(X,Y)- [2:0-4-11,0-15],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] TCLL LOADING (psi) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 BCLL 0.0 Rep Stress Ina YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Holz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4-8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� PR O pe non-concurrent with other live loads. C s 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SCO NG I N EFR ' 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 Z r " 2 will fit between the bottom chord and any other members,with BCDL=10.0psf. Cr -7 7)A plate rating reduction of 20%has been applied for the green lumber members. -92 0 O P c- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) P)704,...647-.470:"RE-4:0•N 2=300,6=300. N� X10014 2--,,,,,A;..--r" EXPIRES: 12-31-2019 March 7,2019 ' . . 4 mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED VITEN REFERENCE PAGE ANI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Wok®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820553 B1901022 A05 FINK 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:38 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-kxhS_d7JmZOhuxjMSEUloV6ZU_WdeMpOwKOKbQzdFmx T1-0-01 7-6-0 I 15-0-0 I 22-6-0 I 30-0-0 -0-0 T11-0-0 1-0-0 7-6-0 7-6-0 7-6-0 Scale=1:53.1 4x6 = 6.00 12 4 1 12 13 11 14 5x8 5x8 5 30 ...., 15 10 7 MI IS illki. - 9 16 17 8 oil: 6 3x8 = 3x8 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 1I 10-0-0 I 10-0-0 10-0-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] 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 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-SH Weight:142 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Horz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4-8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. �Q`E� P R OFFS 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent witn other esig live lfoods. �� ` G,1 N E R cS4 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ N F Q 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. :9200P " 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 2=300,6=300. _,/ / . ;, 'CD ,,OREGON�� G(i� �4 }` 14, 2° �4 MFR R 1L..\- EXPIRES: 12-31-2019 March 7,2019 MMI lims A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiWek' 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,D.SB-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 PLH-Lot 17 Willow Brook K5&20554 B1901022 A06 Monopitch 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:38 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-kxhS_d7Jm20huxjMSEUloV6gp_beeR3DwKOKbQzdFmx -1-0-0 6-6-0 1-0-0 6-6-0 Scale=1:23.0 2x4 II 4 3 6.00 12 9 8 0 7 2 1 6 3x4 = 2x4 II5 6-6-0 I 6-6-0 TCLL LOADING (psZS 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow 25.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.06 2-6 >999 240 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.28 Vert(CT) -0.18 2-6 >400 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-P Weight:31 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=270/Mechanical,2=321/0-5-8 Max Horz 2=157(LC 9) Max Uplift 6=-98(LC 12),2=-83(LC 12) Max Gray 6=307(LC 19),2=329(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 3-6-0,Exterior(2)3-6-0 to 6-6-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)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 18.0 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. PR 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 �� U OF will fit between the bottom chord and any other members. t 7)A plate rating reduction of 20%has been applied for the green lumber members. C 8)Refer to girder(s)for truss to truss connections. * ) NGI NES- /O 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,2. , 89200PE �r 411011. GOREGON C. AZ4 'O 1 . 14, 2� p'�' EXPIRES: 12-31-2019 March 7,2019 MOM 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/7P11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820555 B1901022 B01 GABLE 1 1 Job Reference(optional) - ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:40 2019 Page 1 I D:ip7zasrbVrVgTe3N94?2zyzdGPf-hKpCPJ8ZHAeP8E8ZfWDtwCyMnBi6G4WNeVRflzdFmv 11-0-01 15-0-0 I 30-0-0 11-0-0 1-0-0 15-0-0 Scale=1:53.5 4x4 = 6.00 12 13 12 a 14 4811 15 49 10 16 50 9 47 17 5x8 % 5x8 8 18 19 • 67`. ' ��, 20 21 5 22 4 23 3 51 46 a ia a, a a -ars : : ': i'-um.j .m...m...j. .muLIMAIII=.111=11..1MMIMII. 1LlirriMINIII--------.11111111111.1.111111111 ''':' :''''' Z : : : :: : • 24 Jul 6 i_) - AAA..It*.i!a.A. flit._!..At.ititiAttb!a!�ili!i!i!i.M..iliSANtiiil Al la.A..!a A!AS..14.A!aA!x..A li!ilOi 51�Io d 45 44 43 42 41 40 3x4 = 3x4 = 39 38 37 36 35 34 33 32 31 30 29 28 27 26 4x6 = 10-6-0 30-0-0 10-6-0 I 19 6 0 Plate Offsets(X,Y)- [7:0-2-7,Edge],[19:0-2-7,Edge] 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 0.54 Vert(LL) 0.28 43-44 >469 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.57 43-44 >229 180 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 24 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-SH Weight:216 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 1-7,19-25:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 19-6-0 except(jt=length)2=0-3-8. (lb)- Max Harz 38=155(LC 12) Max Uplift All uplift 100 lb or less at joint(s)24,35,36,34,33,32,31,30,29,28,27 except 2=-143(LC 12), 37=-805(LC 1),38=-592(LC 12),26=-102(LC 13) Max Gray All reactions 250 lb or less at joint(s)35,34,33,32,31,30,29,28,27,26 except 2=539(LC 19), 24=266(LC 1),36=322(LC 19),37=348(LC 12),38=1419(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-350/81,3-4=-260/112,10-11=-379/393,11-12=-230/374,12-13=-231/419, 13-14=-225/420,14-15=-236/380,15-16=-233/322,16-17=-233/285,23-24=-266/91 WEBS 10-38=-615/322 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-0-9-6 to 2-2-10,Exterior(2)2-2-10 to 12-0-0,Corner(3)12-0-0 to 18-0-0, Exterior(2)18-0-0 to 27-9-6,Comer(3)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right crr�� exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 `R`U P R OFF 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 GINE,- s/ Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �GJ N T (� 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ��? ?/9 4)Unbalanced snow loads have been considered for this design. �` +92•O P . 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. dip Aer,".4811 . 6)All plates are 2x4 MT20 unless otherwise indicated. r 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 1r 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 wide7 OREGON /(j 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. /... 47 14, 2.° P4 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)24,35,36,34, c 33,32,31,30,29,28,27 except(jt=lb)2=143,37=805,38=592,26=102. �`R R I U'- EXPIRES: 12-31-2019 March 7,2019 .,.. ; ,; tar A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE ANI-7473 rev.10/034015 BEFORE USE. MI 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 budding design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820556 131901022 B02 FINK 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:41 2019 Page 1 I D:i p7zasrb V rV gTe3N94?2zyzdGPf-9 W Nbcf9B2Um GIOSx7M2SQ7k4jBYKrjZfclE_BlzdFm u ]1-0.0� 7-6-0 15-0-0 22-6-0 30-0-0 31-0-0I 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:53.1 4x6 = 6.00 12 4 gi IIIIIIII 12 13 5x8 11 14 5x8 m 3 5 1015 2 1 7 u atm _: 6 I� m 0 � 9 16 17 8 kir. I6 3x8 = 5x10 = 3x4 = 3x8 = 10-0-0 20-0-0 30-0-0 10-0-0 I 10-0-0 10-0-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] TOCLL ADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Horz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,34=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=-473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4.8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. ti 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �l�C`�D P apFss 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. �Co NG I N E,`c /0 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide % T .L will fit between the bottom chord and any other members,with BCDL=10.0psf. 'V -9 7)A plate rating reduction of 20%has been applied for the green lumber members. CC 89200P E r- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=300,6=300. 'di �. o ,„OREGON�� tvo 7O "i}- 14, 2- ‘)..-7 ' R I I.-\-6 EXPIRES: 12-31-2019 March 7,2019 ani _ 1111111111111mit, A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Milek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820557 B1901022 B03 FINK 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:42 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-dixzq?Appou7NY17h4ZhyLHFThuZaAopgy XkBzdFmt 7-6-0 15-0-0 22-6-0 30-0-0 11-0-0 111.04:°01 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:53.1 4x6 = 6.00 12 4 12 \ilivr13 11 14 5x8 i 5x8 3 5 - t • e, 15 10 WNW 67 EN o A oo 9 16 17 88' d 3x8 = 5x10 = 354 = 10-0-0 20-0-0I 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 TCDL 7.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:142 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-35-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Horz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=-473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4.8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 _ 3)Unbalanced snow loads have been considered for this design. '� P R c 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ` ED 0p non-concurrent with other live loads. Co G N s� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C1 F 7 Q 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ��? �'9 will fit between the bottom chord and any other members,with BCDL=10.Opsf. 89200 P E' >' 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=300,6=300. • 0 CC 74. 47 OREGON NI' �tv /4 4)` 14 204 M .RRll-k- EXPIRES: 12-31-2019 March 7,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. imi- 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 fvliWek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820558- . B1901022 B04 FINK 1 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:43 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-5vVL1LBSa50_?ibJFn4wVYgQD?EoJc2y3cj5GdzdFms T1-0-0I 7-6-0 15-0-0 22-6-0 30-0-0 21-0-0� '7-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:53.1 4x6 = 6.00 1 4 J- 5x8 i 12 13 11 14 5x8 C 3 5 ""= '' ill\ 10 AlliliiL 1 7 tO m 16 Mir 9 16 17 8 -= cS IA 3x8 = 5x10 = 3x4 = 3x8 = 10-0-0I 20-0-0 30-0-0 10-0-0 10-0-0 I 10-0-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-4,0-1-12],[5:0-3-4,0-1-12],[6:0-4-11,0-1-8],[9:0-5-0,0-3-0] LOADING (psZS 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.63 8-9 >560 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.08 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:142 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-10 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1305/0-5-8,6=1305/0-5-8 Max Horz 2=155(LC 16) Max Uplift 2=-300(LC 12),6=-300(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2129/515,3-4=-1877/509,4-5=-1877/509,5-6=-2129/515 BOT CHORD 2-9=473/1823,8-9=-160/1194,6-8=-345/1823 WEBS 4-8=-203/762,5-8=-533/353,4-9=-203/762,3-9=-533/352 NOTES- 1)Wind:ASCE 7-10;Vutt=l4omph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 27-9-6,Exterior(2)27-9-6 to 30-9-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs `ok D P R QFFss non-concurrent with other live loads. 5)This truss has been designednfor a 10.0 psf bottom chordhlive load nonconcurrent with any other live loads. ,c+j ANG I N ESR , 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 /L will fit between the bottom chord and any other members,with BCDL=10.0psf. 4.4, -57 7)A plate rating reduction of 20%has been applied for the green lumber members. CC 89200P q' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 2=300,6=300. 4 +/ P ,A OREGON�� 1.14 CC 6 4k 14, 2Q '}' Q M .RR11-- 6 EXPIRES: 12-31-2019 March 7,2019 s'.. �r .'. ` :, . „�,.,.,...., A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 4111-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTekiS 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 fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPM Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820559 B1901022 B05 Monopitch 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:43 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-5vVL1 LBSa50_?ibJFn4wWgWG?LoJdby3cj5GdzdFms -1-0-0 5-3-0 10-6-0 1-0-0 5-3-0 5-3-0 Scale=1:33.1 3x4 II 4 5 ril 6.00 FIT 11 #40411I 10 3x6 3 9 14 2 !!! cii II� 8 7 3x4 = 2x4 II 3x6 =8 5-3-0 10-6-0 5-3-0 1 5-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.01 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.04 7-8 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.30 Horz(CT) 0.01 7 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-SH Weight:59 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=440/Mechanical,2=487/0-5-8 Max Horz 2=248(LC 9) Max Uplift 7=-160(LC 12),2=-120(LC 12) Max Gray 7=525(LC 19),2=504(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-606/133 BOT CHORD 2-8=-144/492,7-8=-144/492 WEBS 3-7=-552/227 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 7-6-0,Exterior(2)7-6-0 to 10-6-0 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 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs n�y non-concurrent with other live loads. �EQ PR OF;s 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ G t N E n 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Gj N will fit between the bottom chord and any other members. �� 2"9 7)A plate rating reduction of 20%has been applied for the green lumber members. �g200 PE 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) 7=160,2=120. -4141, Os*.- ti CZ- ,_OREGON�� 4/ r0 )` 14, 24 44 MFR R 11,.x- EXPI RES: 12-31-2019 March 7,2019 1 .,, ,. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Madre connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,D.SB-89 and BCSI Building Component 250 Klug Circle SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 r, Job Truss Truss Type Qty Ply IPLH-Lot 17 Willow Brook K5820560_ B1901022 C01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:44 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-Z52jFhB4LP9resAWoVb91 mMm?Pj?27P6IFTeo4zdFmr -1-0-0 10-8-12 22-5-8 1-0-0 10-8-12 10-8 12 1-0-0 Scale=1:40.4 454 = 6.00 12 8 2 7 9 27 28 456 i 6 10 456 5 : : 11 3 13 26 29 I - 1415 `o Ni La Ia A.ca••...••••••••aA.•• a••••Ah.•e•••..aaa�e••••••••a•eo••••e*.,.**•••••...e••..••e,•...ce.••••..A.m.4.•••*••�•e••••e•..•••a.4.44i lei d 3x4 = 25 24 23 22 21 20 19 18 17 16 3x4 = 3x6 = 21-5-8 21-5-8 _---- I LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 14 n/r 90 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 14 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 14 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:114 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 15,11-15:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 21-5-8. (Ib)- Max Horz 2=113(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,14,21,23,24,25,19,18,17,16 Max Gray All reactions 250 lb or less at joint(s)2,14,20,21,23,24,25,19,18,17,16 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-0-9-6 to 2-2-10,Exterior(2)2-2-10 to 7-8-12,Corner(3)7-8-12 to 13-8-12, Exterior(2)13-8-12 to 19-2-14,Comer(3)19-2-14 to 22-2-14 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 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EO PR QF 6)All plates are 2x4 MT20 unless otherwise indicated. `fL� C tjs 7)Gable requires continuous bottom chord bearing. ��CJ ! \GtNEk- /O 8)Gable studs spaced at 2-0-0 oc. T 'i 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'V -9 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 89200 P E 1 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)2,14,21,23,24, 25,19,18,17,16. A OREGON lV -p � \Ilk4 /, 7k 14, 2O 4RRIL\-6P EXPIRES: 12-31-2019 March 7,2019 A WARNING_Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7413 rev.1W03/2015 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 MN a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle SafetyInformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820561 B1901022 CO2 Common 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:45 2019 Page 1 ID:ip7zasrbVNgTe3N94?2zyzdGPf-1 Hc5SOCi6jHiEOliMC6OazvsKo_3nYGFXvCBKWzdFmq 1-0-0 5-4-6 10-8-12 16-1-2 21-5-8 22-5-8 1-0-0 I 5-4-6 I 5-4-6 5.4-6 I 5-4-6 11-0-0 Scale=1:41.1 4x4 II 6.00 12 4 145x6 i2V1111111( 15 5x6 J , 3 5 111111111111111"1"' / 16 6 11 2 7 10 9 17 18 8 Mil 3x4 = 3x6 = 3x4 = 3x4 = 3x4 7-1-13 14-3-11 21-5-8 I 7-1-13 7-1-13 7-1-13 Plate Offsets(X,Y)— [2:0-0-9,Edge],[3:0-2-12,0-3-0],[5:0-2-12,0-3-0],[6:0-0-9,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.08 8-10 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.18 8-10 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:103 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins. 1-3,5-7:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=947/0-5-8,6=947/0-5-8 Max Horz 2=113(LC 12) Max Uplift 2=-222(LC 12),6=-222(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1476/387,3-4=-1297/383,4-5=-1297/383,5-6=-1476/387 BOT CHORD 2-10=-326/1251,8-10=-108/831,6-8=-251/1251 WEBS 4-8=-138/513,5-8=-355/247,4-10=-137/513,3-10=-355/247 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 7-8-12,Exterior(2)7-8-12 to 13-8-12, Interior(1)13-8-12 to 19-2-14,Exterior(2)19-2-14 to 22-2-14 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. `� P R t 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs [ ED (�FL non-concurrent with other live loads. �'` G(NE .0 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. N F 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide '/ will fit between the bottom chord and any other members,with BCDL=10.Opsf. �• $ "P.__�Cf �2D0 P E t� 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) /� /'. . 2=222,6=222. •' . l 7 4 OREGON� 14 � �-•r� /O gr20 P} iiiR R I l..\-0 EXPIRES: 12-31-2019 March 7,2019 r ., rte , A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/S015 BEFORE USE. �9 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?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 PLH-Lot 17 Willow Brook 145820562 'iB1901022 CO3 Common 7 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:46 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-VUAUgMDKtOPZ59Kuwwdd6BR2ECK0 W?XPIZyltyzdFmp 1-0-0 5-4-6 10-8-12 16-1-2 21-5-8 22-5-8 1-0-0 I 5-4-6 I 5-4-6 5-4-6 I 5-4-6 11-0-0 Scale=1:40.1 454 = 3 - 111 1 1r 6.00 12 iiiii 12 13 11 14 2x4 \\ 5x6 2 q 10 15 5 :. 6 m Iola 9 8 16 17 7 I a 3x4 =3x8 II 3x6 = 3x4 = 3x4 = 3x4 = 7-1-13 14-3-11l 21-5-8 7-1-13 7-1-13 7-1-13 Plate Offsets(X,Y)— [1:0-2-7,Edge],[1:0-0-0,0-0-11],[4:0-3-0,0-3-0],[5:0-0-9,Edge] TCLL LOADING (pst25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.07 7-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(CT) -0.18 7-9 >999 180 BCLDL 0.0 7.0 Rep Stress Ina YES WB 0.23 Horz(CT) 0.04 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:97 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-3-12 oc purlins. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 1=880/0-5-8,5=948/0-5-8 Max Horz 1=-118(LC 13) Max Uplift 1=-191(LC 12),5=-222(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1465/400,2-3=-1297/402,3-4=-1300/391,4-5=-1478/395 BOT CHORD 1-9=-316/1233,7-9=-110/835,5-7=-258/1254 WEBS 3-7=-137/503,4-7=-347/247,3-9=-141/511,2-9=-327/238 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-2-12 to 3-2-12,Interior(1)3-2-12 to 7-8-12,Exterior(2)7-8-12 to 13-8-12, Interior(1)13-8-12 to 19-2-14,Exterior(2)19-2-14 to 22-2-14 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 ��U P R OF�ss 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 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��°O - GINE(.. /p non-concurrent with other live loads. 2 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '�C/ -9 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 !..92110P f will fit between the bottom chord and any other members,with BCDL=10.0psf. �y/' 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) -,e- ( 1=191,5=222. P 'fr 47 OREGON NI"' '4/ /O lfr14, 2- 4 /1/ RR11-\- 6 EXPIRES: 12-31-2019 March 7,2019 ' r . . 4 MINE A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,OSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook ]I K5820563 B1901022 C04 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:47 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-zgkstiEyeKXQTJv5Td8sfO_EhceIFTuYDh IPOzdFmo 4-4-6 8-8-12 10-8-12 21-5-8 122-5-8— 4-4-6 4-4-6 I 2-0-0 10-8-12 1-0-0 Scale=1:42.5 5x6 II 4 4x6 i3 5 6.00 12 6 24 .# 1 25 23 Iv r 7 8 2 3x8 A�v ` g 22 '� 3x8 II _ 10 : 26 5x10 3x8 u; 15 .3ie9♦O♦�i♦ ♦ie►♦i♦ o 16 3x4 = 5x6 = 10x10 = 3x8 = 3x6 14 13 8-8-12 14-3-11 17-3-8 21-5-8 1 8-8-12 5-6-15 2-11-13 4-2-0 Plate Offsets(X,Y)— [1:0-1-2,0-0-9],[1:0-7-1,0-1-2],[3:0-1-4,0-2-0],[4:0-3-13,Edge],[14:0-5-0,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.08 14-16 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(CT) -0.26 1-16 >831 180 TCDL 7.0 Rep Stress Ina YES WB 0.15 Horz(CT) 0.03 11 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-SH Weight:136 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins. 4-12:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s):17,18,21 WEBS 2x4 DF Std G*Except* 3-14:2x8 DF No.2 OTHERS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. All bearings 4-5-8 except(jt=length)1=Mechanical. (Ib)- Max Horz 1=-117(LC 13) Max Uplift All uplift 100 lb or less at joint(s)14 except 1=-170(LC 12),13=-373(LC 5) Max Gray All reactions 250 lb or less at joint(s)11 except 1=750(LC 19),14=1063(LC 1),14=1063(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1231/351,2-3=-936/263,5-6=-256/116,8-9=-316/55 BOT CHORD 1-16=-312/1047,14-16=-141/788 WEBS 3-18=-699/209,18-19=-653/176,17-19=-655/188,17-20=-690/267,20-21=-728/287, 14-21=-682/281,3-16=-19/379,2-16=-311/223,9-14=-456/158 �� .� PR Ores NOTES- ` G.NE R s/Q 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; Co N E MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 7-7-11,Exterior(2)7-7-11 to 13-4-12, 4/ Interior(1)13-4-12 to 19-2-14,Exterior(2)19-2-14 to 22-2-14 zone;cantilever left and right exposed;end vertical left and right C� $g200 P E '9f" 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. 4111t 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. Q Q 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs p OREGON 4/ non-concurrent with other live loads. 1 1 6)All plates are 2x4 MT20 unless otherwise indicated. L/Q 14 4,2P �4 7)Gable studs spaced at 1-4-0 oc. ct� 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `R PRI L," 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 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. March 7,2019 Continued on Daae 2 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 811-7473 rev.10/03/2015 BEFORE USE. a Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not i a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent braang MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 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 PLH-Lot 17 WHltow Brook - -145626563- B1901022 C04 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:47 2019 Page 2 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-zgkstiEyeKXQTJv5Td8sfO_EhceIFTuY_Dh IPOzdFmo NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14 except(jt=lb)1=170,13=373. P A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ABI-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 itor 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/FPI1 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 PLH-Lot 17 Willow Brook K5820564 B1901022 DO1 GABLE 1 1 Job Reference(optional) - ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:48 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPfSsIE42EaPefH5TUH1 Lg5CcXS?045yehDtRsxrzdFmn 19-6-0 20-6-0 -1-0-0 9-9-0 1 1-0-0 I 9-9-0 I9-9-0 1 1-0-0 Scale--1:35.6 4x4 = 6.00 12 8 7 9 27 J ` 28 29 4x6 i 6 26111111111 10 4x6 Y 11 5 � 12 4 25 Iii 30 13 3 18 14 1 G 0 0 G ® ® 0 E t� to id d 3x4 = 24 23 22 21 20 19 18 17 16 3x4 = 19-6-0 I 19-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 14 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 14 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 ' Code IBC2015/TP12014 Matrix-SH Weight:103 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 11-15,1-5:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G REACTIONS. All bearings 19-6-0. (Ib)- Max Horz 2=104(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,14,21,22,23,24,19,18,17,16 Max Gray All reactions 250 lb or less at joint(s)2,14,20,21,22,23,24,19,18,17,16 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-0-9-6 to 2-2-10,Exterior(2)2-2-10 to 6-9-0,Comer(3)6-9-0 to 12-9-0, Exterior(2)12-9-0 to 17-3-6,Corner(3)17-3-6 to 20-3-6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. `-��O PR OFFS 7)All plates re arei2x4 tunless otherwisehodindicated. ��G NGtNE�'T s.' 7)Gable requires continuous bottom chord bearing. 10 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200 PE .. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. . 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,14,21,22,23, ' 24,19,16,n,16. (:)4114.111P4 OREGON�Ix 44, /O gr14, 2° 4 � MRRIL'- EXPIRES: 12-31-2019 March 7,2019 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 t� 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 wkh possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUWP11 Qualify Criteria,DSS-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 IPLH-Lot 17 Willow Brook K5820565 B1901022 D02 Common 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:49 2019 Page 1 ID:ip7zasrbVrVgTe3N9472zyzdGPf-w2scIOFCAxn7jd3Tb2BKkp3ZCQJ4jMFrRXAPTHzdFmm -1-0-0 4-10-8 9-9-0 14-7-8 19-6-0 20-6-0 1-0-0 4-10-8 4-10-8 4-10-8 I 4-10-8 11-0-0 I Scale=1:36.4 404 = 6.00 '12 4 11 12 5x6 10 13 5x6 3 5 Aisiisirrissmismimismiluso 14 9 2 6 1:2 _ m 3x8 = 3x8 8 Id 3x8 = 9-9-0 19-6-0 9-9-0 I 9-9-0 Plate Offsets(X,Y)— [2:0-4-11,0-1-8],[3:0-3-0,0-3-0],[5:0-3-0,0-3-0],[6:0-4-11,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.10 6-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(CT) -0.31 6-8 >741 180 TCDL 7.0 Rep Stress Ina YES WB 0.23 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-SH BCDL 10.0 Weight:93 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 5-7,1-3:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=864/0-5-8,6=864/0-5-8 Max Horz 2=104(LC 16) Max Uplift 2=-204(LC 12),6=-204(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1295/382,3-4=-965/280,4-5=-965/280,5-6=-1295/382 BOT CHORD 2-8=-310/1102,6-8=-246/1102 WEBS 4-8=-58/501,5-8=414/262,3-8=414/262 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 6-9-0,Exterior(2)6-9-0 to 12-9-0, Interior(1)12-9-0 to 17-3-6,Exterior(2)17-3-6 to 20-3.6 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category Ii;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. C 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C`�t.) P R OFe\ss nonconcurrent with other live loads. C 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Gj GINE N E� , /O 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide T .2 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. 89200 P E r-- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=204,6=204. / /_ g ,1",OREGON�� Q /O ` 14, 2:(),4,,,,..0" MqFR R 11-k- EXPIRES: EXPIRES: 12-31-2019 March 7,2019 i lit A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE A01-7179 rev.10/03/1015 BEFORE USE. I. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820566 B1901022 D03 Common Girder 1 Z Job Reference(optional) Builders FirstSource/Proeuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 8 Feb 11 2019 MTek Industries,Inc.Thu Mar 7 15:05:58 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-IyH41 xfmtvpgsGOXFY_gVCTBI?gHBiHm09yzhzzdFld 4-10-8 9-9-0 14-7-8 19-6-0 20-6-0 4-10-8 4-10-8 i 4-10-8 4-10-8 1-0-0 Scale=1:35.0 4x6 II 3 6.00 12 12 3x8 i11 5x8 2 4 l' \ 1 5 6m m Ioh 13 14 10 15 16 9 8 17 18 19 20 21 o 4x6 = 4x8 = 3x8 II 5x6 _ 8x8 = 3x6 II 4-10-8 9-9-0 14-7-8 19-6-0 4-10-8 4-10-8 4-10-8 4-10-8 Plate Offsets(X,Y)— [1:0-0-0,0-0-3],[4:0-1-8,0-3-0],[5:0-0-12,Edge],[7:0-4-4,0-1-8],[8:0-4-0,0-4-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.11 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.26 7-8 >869 180 TCOL 7.0 Rep Stress Incr NO WB 0.52 Horz(CT) 0.07 5 n/a n/a BCLL 0.0 • Code IBC20151TPI2014 Matrix-SH Weight:210 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except' TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 DF 2400F 2.0E WEBS 2x4 DF Std G'Except° 3-8:2x4 DF No.1&Btr G REACTIONS. (lb/size) 1=4897/0-5-8 (min.0-2-7),5=4752/0-5-8 (min.0-2-6) Max Horz 1=-110(LC 29) Max Uplift 1=-1145(LC 10),5=-1136(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-8259/1921,2-11=-5900/1390,3-11=-5831/1404,3-12=-5852/1408,4-12=-5920/1395, 4-5=-8621/2025 BOT CHORD 1-13=-1710/7188,13-14=-1710/7188,10-14=-1710/7188,10-15=-1710/7188, 15-16=-1710/7188,9-16=-1710/7188,8-9=-1710/7188,8-17=-1739/7679, 17-18=-1739/7679,18-19=-1739/7679,7-19=-1739/7679,7-20=-1710/7538, 20-21=-1710/7538,5-21=-1710/7538 WEBS 3-8=-1123/4932,4-8=-2793/776,4-7=-489/2335,2-8=-2289/638,2-10=-417/2081 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,2x6-2 rows staggered at 0-9-0 oc. e�EO P R OFF Bottom chords connected as follows:2x6-2 rows staggered at 0-8-0 oc. [ c s Webs connected as follows:2x4-1 row at 0-9-0 oc. �\C ANG GAEL-- CV 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. '4i '7 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; 4 . 89200PE 1'- MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �'� .✓ 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1.10 ) 9 ry 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs fl OREGON 4// non-concurrent with other live loads. -7G "ii, �'` 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /Q 4}-. .,A 20 'F' 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 >aP will fit between the bottom chord and any other members. MFR R I O-- 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1145 lb uplift at joint 1 and 1136 lb uplift at joint 5. EXPIRES: 12-31-2019 11)This truss is designed in accordance with the 2015 International Building Code section 2306.1 and referenced standard ANSI/TPI March 7,2019 1. wnunueiu orr WWII L A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10113/2015 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/TPI7 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 PLH-Lot 17 Willow Brook B1901022 003 Common Girder 1 K5820566 Job Reference(optional) Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Nut:8.240 s Feb 11 2019 MiTek Industries,Inc.Thu Mar 7 15:05:59 2019 Page 2 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-D9rSEHgOeDxhTQbkpFVv1 p?MVPOWw9XwFpiXDQzdFlc NOTES- 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 12-11-4 from the left end to 175-4 to connect truss(es)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)860 lb down and 211 lb up at 1-6-12,860 lb down and 211 lb up at 3-6-12,860 lb down and 211 lb up at 5-6-12,860 lb down and 211 lb up at 7-6-12,and 860 lb down and 211 lb up at 9-6-12,and 860 lb down and 211 lb up at 11-6-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-64,1-5=-20 Concentrated Loads(Ib) Vert:8=-860 13=-860 14=-860 15=-860 16=-860 17=-860 18=-732(B)19=-698(B)20=-698(B)21=-698(B) 2)Dead+0.75 Snow(balanced)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) ert:1-3=-52,3-6-52,1-5=-20 •- - - - • Concentrated Loads(lb) Vert:8=-760 13=-760 14=-760 15=-760 16=-760 17=-760 18=-619(B)19=-591(B)20=591(B)21=-591(B) 3)Dead+0.75 Snow(Unbal.Left)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-11=-52,3-11=-71,3-6=-25,1-5=-20 Concentrated Loads(Ib) Vert:8=-760 13=-760 14=-760 15=-760 16=-760 17=-760 18=-619(B)19=-591(B)20=591(B)21=-591(B) 4)Dead+0.75 Snow(Unbal.Right)+0.75 Uninhab.Attic Storage:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-25,3-12=-69,6-12=-52,1-5=-20 Concentrated Loads(Ib) Vert:8=-760 13=-760 14=-760 15=-760 16=-760 17=-760 18=-619(B)19=-591(B)20=-591(B)21=-591(B) 5)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=-14,3-6=-14,1-5=-40 Concentrated Loads(Ib) Vert:8=-526 13=-526 14=-526 15=-526 16=-526 17=-526 18=432(B)19=-423(B)20=-423(B)21=-423(B) 6)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=5,3-5=19,5-6=13,1-5=-12 Horz:1-3=-13,3-5=27,5-6=21 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 7)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=19,3-5=5,5-6=20,1-5=-12 Horz:1-3=-27,3-5=13,5-6=28 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(6)21=168(B) 8)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-14,3-5=1,5-6=7,1-5=-20 Horz:1-3=-0,3-5=15,5-6=21 Concentrated Loads(Ib) Vert:8=211 13=211 14=211 15=211 16=211 17=211 18=190(B)19=176(B)20=176(B)21=176(B) 9)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=1,3-5=-14,5-6=-7,1-5=-20 Horz:1-3=-15,3-5=0,5-6=7 Concentrated Loads(Ib) Vert:8=211 13=211 14=211 15=211 16=211 17=211 18=190(B)19=176(B)20=176(B)21=176(B) 10)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=36,3-5=17,5-6=11,1-5=-12 Horz:1-3=45,35=25,55=19 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 11)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=17,3-5=36,5-6=30,1-5=-12 Horz:1-3=-25,3-5=45,5-6=38 Concentrated Loads(lb) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 12)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=23,3-5=11,5-6=5,1-5=-12 Horz:1-3=-31,3-5=20,5-6=13 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(6) 13)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 i.unuriueu un pay. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE?WI-7473 rev.1W03/2015 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/MPI1 Quality Criteria,DSB-89 and BCS/Building Component 250 Klug Circle Safetylnformation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA22314. Corona,CA 92880 a Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820566 B1901022 D03 Common Girder 1 2 Job Reference(optional) Builders FiretSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MTek Industries,Inc.Thu Mar 7 15:05:59 2019 Page 3 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-D9rSEHgOeDXhTQbkpFVv1 p?MVPO Ww9XwFpiXDQzdFlc LOAD CASE(S) Uniform Loads(plf) Vert:1-3=11,3-5=23,5-6=16,1-5=-12 Horz:1-3=-20,3-5=31,5-6=25 Concentrated Loads(Ib) Vert:8=203 13=203 14=203 15=203 16=203 17=203 18=182(B)19=168(B)20=168(B)21=168(B) 14)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=18,3-5=-1,5-6=5,1-5=-20 Horz:1-3=-32,3-5=13,5-6=19 Concentrated Loads(Ib) Vert:8=211 13=211 14=211 15=211 16=211 17=211 18=190(B)19=176(B)20=176(B)21=176(B) 15)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-1,3-5=18,5-6=24,1-5=-20 Horz:1-3=-13,3-5=32,5-6=38 Concentrated Loads(Ib) Vert:8=211 13=211 14=211 15=211 16=211 17=211 18=190(B)19=176(B)20=176(B)21=176(B) 16)Dead+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-14,3-5=-14,5-6=-114,1-5=-20 Concentrated Loads(Ib) Vert:8=-333 13=-333 14=-333 15=-333 16=-333 17=-333 18=-279(B)19=-267(B)20=-267(B)21=-267(B) 17)Dead+Snow(Unbal.Left):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-11=-64,3-11=-90,3-6=-29,1-5=-20 Concentrated Loads(Ib) Vert:8=-860 13=-860 14=-860 15=-860 16=-860 17=-860 18=-732(B)19=-698(B)20=-698(B)21=-698(B) 18)Dead+Snow(Unbal.Right):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-29,3-12=-87,6-12=-64,1-5=-20 Concentrated Loads(Ib) Vert:8=-860 13=-860 14=-860 15=-860 16=-860 17=-860 18=-732(B)19=-698(B)20=-698(B)21=-698(B) 19)Dead+Uninhabitable Attic Storage:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-3=-14,3-6=-14,1-5=-20 Concentrated Loads(Ib) Vert:8=-377 13=-377 14=-377 15=-377 16=-377 17=-377 18=-279(B)19=-271(B)20=-271(B)21=-271(B) 20)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-51,3-5=-41,5-6=-36,1-5=-20 Horz:1-3=-0,3-5=11,5-6=16 Concentrated Loads(Ib) Vert:8=110 13=110 14=110 15=110 16=110 17=110 18=102(B)19=94(B)20=94(B)21=94(B) 21)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-41,3-5=-51,5-6=-46,1-5=-20 Horz:1-3=-11,3-5=0,5-6=5 Concentrated Loads(Ib) Vert:8=110 13=110 14=110 15=110 16=110 17=110 18=102(B)19=94(B)20=94(B)21=94(B) 22)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,3-5=-42,5-6=-37,1-5=-20 Horz:1-3=-24,3-5=9,5-6=14 Concentrated Loads(Ib) Vert:8=110 13=110 14=110 15=110 16=110 17=110 18=102(8)19=94(8)20=94(B)21=94(B) 23)Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-42,3-5=-28,5-6=-23,1-5=-20 Horz:1-3=-9,3-5=24,5-6=29 Concentrated Loads(Ib) Vert:8=110 13=110 14=110 15=110 16=110 17=110 18=102(B)19=94(B)20=94(B)21=94(B) 24)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=5,3-5=19,5-6=13,1-5=-12 Horz:1-3=-13,3-5=27,5-6=21 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 25)Reversal:Dead+0.6 MINERS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=19,3-5=5,5-6=20,1-5=-12 Horz:1-3=-27,3-5=13,5-6=28 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 26)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 WIne IUcv Un yayol4 ... AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual buckling component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 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 Safetylnfonnation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook .� ... - K6820586 61901022 D03 Common Girder 1 Job Reference(optional) • Builders FirstSource/ProBuild Beaverton Truss,Beaverton,OR 97005 Run:8.240 s Feb 11 2019 Print:8.240 s Feb 11 2019 MiTek Industries,Inc.Thu Mar 7 15:05:59 2019 Page 4 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-D9rSEHgOeDxhTQbkpFVv1 p?MVPO Ww9XwFpiXDQzdFlc LOAD CASE(S) Uniform Loads(plf) Vert:1-3=-14,3-5=1,5-6=7,1-5=-20 Horz:1-3=-0,3-5=15,5-6=21 Concentrated Loads(Ib) Vert:8=-315 13=-315 14=-315 15=-315 16=-315 17=-315 18=-268(B)19=-255(B)20=-255(B)21=-255(B) 27)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=1,3-5=-14,5-6=-7,1-5=-20 Horz:1-3=-15,3-5=0,5-6=7 Concentrated Loads(Ib) Vert:8=-315 13=-315 14=-315 15=-315 16=-315 17=-315 18=-268(B)19=-255(B)20=-255(B)21=-255(B) 28)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=36,3-5=17,5-6=11,1-5=-12 -- - Horz:1-3=-45,3-5=25,55=19 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 29)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=17,3-5=36,5-6=30,1-5=-12 Horz:1-3=-25,3-5=45,5-6=38 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 30)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=23,3-5=11,5-6=5,15=-12 Horz:1-3=-31,3-5=20,5-6=13 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 31)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=11,3-5=23,5-6=16,1-5=-12 Horz:1-3=-20,3-5=31,5-6=25 Concentrated Loads(Ib) Vert:8=-323 13=-323 14=-323 15=-323 16=-323 17=-323 18=-276(B)19=-263(B)20=-263(B)21=-263(B) 32)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=18,3-5=-1,5-6=5,1-5=-20 Horz:1-3=-32,3-5=13,5-6=19 Concentrated Loads(Ib) Vert:8=-315 13=-315 14=-315 15=-315 16=-315 17=-315 18=-268(B)19=-255(B)20=-255(B)21=-255(B) 33)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-1,3-5=18,5-6=24,1-5=-20 Horz:1-3=-13,3-5=32,5-6=38 Concentrated Loads(Ib) Vert:8=-315 13=-315 14=-315 15=-315 16=-315 17=-315 18=-268(B)19=-255(B)20=-255(B)21=-255(B) 34)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=51,35=41,5-6=-36,1-5=-20 Horz:1-3=-0,3-5=11,5-6=16 Concentrated Loads(Ib) Vert:8=-638 13=-638 14=-638 15=-638 16=-638 17=-638 18=-524(B)19=-499(B)20=-499(B)21=-499(B) 35)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plt) Vert:1-3=41,3-5=-51,5-6=46,1-5=-20 Horz:1-3=-11,3-5=0,5-6=5 Concentrated Loads(Ib) Vert:8=-638 13=-638 14=-638 15=-638 16=-638 17=-638 18=-524(B)19=-499(B)20=-499(B)21=-499(B) 36)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=-28,3-5=42,5-6=37,1-5=-20 Horz:1-3=-24,3-5=9,5-6=14 Concentrated Loads(Ib) Vert:8=-638 13=-638 14=-638 15=-638 16=-638 17=-638 18=-524(B)19=499(B)20=-499(B)21=-499(B) 37)Reversal:Dead+0.75 Snow(bal.)+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-3=42,3-5=-28,5-6=-23,1-5=-20 Horz:1-3=-9,3-5=24,5-6=29 Concentrated Loads(lb) Vert:8=-638 13=-638 14=-638 15=-638 16=-638 17=-638 18=-524(B)19=-499(B)20=-499(B)21=-499(B) s1'f ;e?1:,"^ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notNut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TM Quality Criteria,DSB-8.9 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 PLH-Lot 17 Willow Brook K5820567 B1901022 E01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:51 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-5RzNj4HTiZ1 ryxDsiTDopE9zBD5BBJ18vrfWYAzdFmk 8-8-12 17-5-8 18-5-8 8-8-12 8-8-12 1-0-0 Scale=1:33.4 404 = 5 12 6.00 • 4 6 r 1el 20 19 4x6 3 8 IRAre 9 2 21 PI 1 11111111111, 1011 -- L 0 Io !J�!iw.swww.lJw.!d..!t9wwwww6t►ei!!iww.wwQwlwilll.ww,w 16.weA9wwwwwu0wwswwew.ewwww 90.,�1w9dwwww ..s.A..sw.wwww.rOawwwwa. IM 0 304 = 18 17 16 15 14 13 12 3x4 = 3x8 17-5-8 II 17-5-8 Plate Offsets(X,Y)— [1:0-0-0,0-0-15],[1:0-2-7,Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 10 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 10 nil' 120 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SH Weight:84 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 8-11:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G OTHERS 2x4 DF Std G WEDGE Left 2x4 DF Std-G REACTIONS. All bearings 17-5-8. (Ib)- Max Horz 1=-99(LC 13) Max Uplift All uplift 100 lb or less at joint(s)10,1,16,17,14,13,12 except 18=-112(LC 12) Max Gray All reactions 250 lb or less at joint(s)10,1,15,16,17,18,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)0-0-0 to 2-8-12,Exterior(2)2-8-12 to 5-8-12,Corner(3)5-8-12 to 11-8-12, Exterior(2)11-8-12 to 15-2-14,Corner(3)15-2-14 to 18-2-14 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. o0 P R Opts 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. Cso 0NGI NEER s/2 5)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �C?� T ?i9 non-concurrent with other live loads. , 89200P E 1-- 6) All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0-0 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 fl CC will fit between the bottom chord and any other members. pL/ A OREGON 4i 11) 11)A plate rating reduction of 20%has been applied for the green lumber members. �J 1 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)10,1,16,17,14, Oc`h14 r 2.°�y�T 13,12 except(jt=lb)18=112. �`r�R I V EXPIRES: 12-31-2019 March 7,2019 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 T building design.Bracing indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Mi f®k0 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/fPl1 Quality Criteria'OSB-89 and SCSI Bedding 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 PLH-Lot 17 Willow Brook K5820568 i i BT9Qi022-_ E02 — Common 3 1 Job Reference(optional) ' ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:52 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-KdXIwQ15Ts9ia4n2GAk1 MSh5IdLnwjOH8V P34czdFmj 4-4-6 8-8-12 13-1-2 17-5-8 18-5-8 4-4-6__- 4-4-6 4-4-6 4-4-6 I 1-0-0 Scale:3/8'=1' 4x4 = 3 r 411111 . 6.00 12 10 2x4 J 9 5x8 2 4 11 1 5 10 Tc0 r' 7 b 5x6 = 3x8 = 3x6 = 8-8-12 17-5-8 8-8-12 8-8-12 Plate Offsets(X,Y)— [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[4:0-3-0,0-3-0],[5:0-2-13,0-1-8] LOADING (psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.09 1-7 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.42 Vert(CT) -0.28 1-7 >743 180 BOLL 0.0 Rep Stress!nor YES WB 0.20 Horz(CT) 0.03 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 Matrix-SI-I Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except` TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 5=787/0-5-8,1=719/Mechanical Max Harz 1=-99(LC 13) Max Uplift 5=-187(LC 13),1=-157(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1163/377,2-3=-872/275,3-4=-877/274,4-5=-1163/366 BOT CHORD 1-7=-273/987,5-7=-236/985 WEBS 3-7=-68/456,4-7=-347/232,2-7=-355/230 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 5-8-12,Exterior(2)5-8-12 to 11-8-12, Interior(1)11-8-12 to 15-2-14,Exterior(2)15-2-14 to 18-2-14 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 ��c D P R OFcss 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 G c 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs - �NGI NE�cR 2 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. -y7 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 Q 89200 P E 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)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) 5=187,1=157. C) ,�OREGON lV� <O r 14, 20 4 14 e. 416910- EXPIRES: R R10- EXPIRES: 12-31-2019 March 7,2019 I I e. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N01-7413 res.10/03/1015 BEFORE USE. ' Design valid for use only with MiTekIS connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook K5820569 B1901022 F01 GABLE 1 1 e Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:53 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-og57811jDAHZBEMEqu FGvfEHO1 nlfCDQM98dd2zdFmi -1-0-0 5-8-12 11-5-8I 12-5-8 1-0-0 I 5-8-12 I 5-8-12 1-0-0 Scale=1:23.2 5x6 = 4 6.00 12 2x4 III 5 2x4 II 3 13 12 II h 14 11 6 2 7 .61 40i*S.000S ###* ♦ ## OO44 S S 0d#441 0 OS P:" 0 10 9 8 3x4 = 3x4 = 2x4 I I 2x4 II 2x4 II 11-5-8 II 11-5-8 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 0.07 Vert(LL) -0.00 7 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.05 Vert(CT) 0.00 6 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IBC2015fTP12014 Matrix-SH Weight:57 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2 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. OTHERS 2x4 DF Std G REACTIONS. All bearings 11-5-8. (Ib)- Max Horz 2=63(LC 16) Max Uplift All uplift 100 lb or less at joint(s)2,6 except 10=-131(LC 12),8=-129(LC 13) Max Gray All reactions 250 lb or less at joint(s)2,6,9 except 10=329(LC 19),8=329(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-10=-251/316,5-8=-251/316 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Corner(3)-0-9-6 to 2-2-10,Exterior(2)2-2-10 to 2-8-12,Corner(3)2-8-12 to 8-8-12, Exterior(2)8-8-12 to 9-2-14,Corner(3)9-2-14 to 12-2-14 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 Iced of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs G non-concurrentc, with other live loads. �,``�"D P R()Fes 6)Gable requires continuous bottom chord bearing. �'` Gt NE �r 7)Gable studs spaced at 2-0-0 oc. N F 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 414 '?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 4 : a Job Truss Truss Type Qty Ply PLH-Lot 17 Willow Brook • K5820570 I '8180t022 F02 Common 1 1 Job Reference(optional) . ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Thu Mar 7 16:33:54 2019 Page 1 ID:ip7zasrbVrVgTe3N94?2zyzdGPf-G0fVL5JL_UPQpoxRObn VRtnQ9R5xOfWabpuA9UzdFmh -1-0-0 5-8-12 11-5-8l 12-5-8 1-0-0 5-8-12 5-8-12 1-0-0 Scale=1:23.0 5x6 = 3 6.00 12 9 10 8 11 7 12 2 4 5 'A1 ro = 6 Id 3x4 = 2x4 II 3x4 = I 5-8-12 1 11-5-8 5-8-12 5-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.05 2-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-SH Weight:52 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 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=528/0-3-8,4=528/0-3-8 Max Horz 2=-63(LC 13) Max Uplift 2=-130(LC 12),4=-130(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-621/233,3-4=-621/233 BOT CHORD 2-6=-94/494,4-6=-94/494 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-0-9-6 to 2-2-10,Interior(1)2-2-10 to 2-8-12,Exterior(2)2-8-12 to 8-8-12, Interior(1)8-8-12 to 9-2-14,Exterior(2)9-2-14 to 12-2-14 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);CategoryII;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 18.0 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. c1 f 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.p P R QFC ss 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. Ca GINE / 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ,�� N �'T "2 2=130,4=130. '- 89200PE yf AP 0541' p ,�OREGON � �GU� 94 -9fr 14, 20N -1- MFR R I IA- FP EXPIRES: 12-31-2019 March 7,2019 t 1 A .... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with 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/T1.11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 - a • e Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y dimensions shown in ft-in-sixteenths 6-4-8 Failure to Follow Could Cause Property 4 offsets are indicated. I (Drawings not to scale) Damage or Personal Injury M= Dimensions are in ft-in-sixteenths. •4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. �r 4 2. Truss bracing must be designed by an engineer.For 0-1/16" wide truss spacing,individual lateral braces themselves Omay require bracing,or alternative Tor I bracing should be considered. K 3. Never exceed the design loading shown and never IMAIllor (Cilikillii 1 �� U stack materials on inadequately braced trusses. d ! 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 designer,erection supervisor,property owner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- 1,16"from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8 Unlhalass l nottherwise e exceed 19%eattime ofre fabrriiicaeo.of lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that iefr Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. 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. =0 reaction section indicates joint IIIIIII number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN—g 18.Use of green or treated lumber may pose unacceptable .. �� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSBCSI: Design StandardforBracing.afyMiTek,it BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/I-PI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015