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Plans (7) MsT20t9- t 55- 11 37? S1137? oAi elezet- DRAWN BY: S.C. • • • 11815 NE 99TH ST,SUITE 1200 Pacific Lifestyle GARRETTE VANCOUVER,WA936) DATED: 04/24/2019 / VANC)573-8081 F.(36 2574-6401 SCALE: 1"=20' HOMES • CUSTOM HOMES www.Ga L:ceusstleHomes.com www.G a rrette C u s tom H o m es.co m PLOT PLAN "WILLOW OR OT#1600K" 11W79 SW A. CO. TAXLIOT# 2S1 5AB07 00 GENERAL NOTES 1. TOPO LINES AND ELEVATIONS ARE APPROXIMATE. GRAPHIC KEY LI WATER OR WELL CONNECTION OSEWER OR SEPTIC CONNECTION OELECTRICAL CONNECTION (SW) STORMWATER CONNECTION AREAS LOT AREA 5,868.12 S.F. BUILDING COVERAGE 2,005.83 S.F. OF COVERAGE 34.18 h IMPERVIOUS AREA 445.01 S.F. „Y OF T GAAD Approved bm Planing �� Date: 7/2 s— �( . .__ Initials: ________&.7g //094 S 89°48'21"E 62.98' X X 0 x x X x-----x x x - -x x x 0 57' /1?'-. a 158' r ' r / k a, 23'-0%4" v I bp COVERED +1' w i �� 1 Q)8 PATIO p j +1 09 o I � � o \ v N w o 2127 �' o M ZN F.F. ELEV= 158' / o //O S 23°24'54"W 20.17' 5-0" 35'-0" /<rV r� -1' /i 3 4 © o I I 9,4" S 27°34'04"W 18.30' 0' I 8o I I 1 1 _ �4 -- COVERED I� 0 / CONCRETE-I PORI _ 15ti�/ / N� j ;Q DRIVEWAY �_/,7 r / / �\ , \\ 8y ';( .�,', / / , i o 'er ®© / / ' / v'1°A�84 / / \ / vo a f, S 19°44'53"W 21.70' vy 1:::---37:6-F--------A0 � ,1 r r 1 3 1,2`_ 325,0' 6,-T_ � n... gri�fti N25°06'51'E 7.05' .---------A '"}.3 \,_,1 \\ -------------. 71_,T, s RETAINING' ��D SW(�'qBR/EC \\BLOC-fcWALL S T i—__ a 4--- 'PPP— . ----------- _ SCALE: 1"=20' _MIlle®atis aill_-ums DRAWN BY: S.C. • 11815 NE 99TH ST,SUITE 1200 VANCDATED. 04/24/2019 * Pacific Lifestyle GARRETTE P.(360)573-081F(360)574-6401 --- SCALE: 1"=20' HOMES ' 1111 CUSTOM HOMES =.PacifcLrfestyleHomes com -- ---—-- www.GarretteCustomHomes.com EROSION CONTROL PLAN "WILLOW LOT#16 119 SW WA CO. TAXLIOT# 2S1 5AB07 00 EROSION NOTES GENERAL NOTES 1. INSTALL GRAVEL CONSTRUCTION ENTRANCE. 1. TOPO LINES AND ELEVATIONS ARE 2. INSTALL AND MAINTAIN SILT FENCE. APPROXIMATE. 3. COVER DENUDED SOILS AS REQUIRED. 4. MAINTAIN CLEAN AND ORDERLY JOBSITE. GRAPHIC KEY 5. ALL STORMWATER DRAINS SHALL BE _ PROTECTED BY FILTRATION BAGS. W WATER OR WELL CONNECTION 6. ALL DEBRIS TO BE KEPT ON SITE IN DESIGNATED AREA AND SHALL BE COVERED. OS SEWER OR SEPTIC CONNECTION 7. CONCRETE TRUCKS TO BE CLEANED OUT IN APPROVED DESIGNATED AREA. 0. ELECTRICAL CONNECTION 8. HANDLE AND DISPOSE OF ALL POLLUTANTS PROPERLY AND PREVENT FROM ENTERING (SW) STORMWATER CONNECTION STORMWATER DRAIN. AREAS LOT AREA 5,868.12 S.F. BUILDING COVERAGE 2,005.83 S.F. %OF COVERAGE 34.18% IMPERVIOUS AREA 445.01 S.F. CITY" OF TIGARD Approved ti iPlann ng Date: Initials: kg S 89°48'21"E 62.98' .. _ . .. P Coco • • LLI c.0 I o O • • SILT FENCE AS NEEDED TO • KEEP RUNOFF ON PROPERTY 2127 • 0 (CWS DETAIL 875) F.F. ELEV= 158' o S 23°24'54"W 20.17' Z . 0 r I S 27°34'04"W 18.30' I I I I I ' l5F 0 ALL DEBRIS TO BE KEPT ON • SITE IN DESIGNATED AREA ®� AND SHALL BE COVERED S 19°44'53"W 21.70' L N25°06'51"E 7.05' PROTECT STORM DRAIN INLETS CONSTRUCTION \' ENTRANCE_ _ (CWS DETAIL 855) SW - GA R EL T SCALE: 1"=20' enaggemate =I MIN lot MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1901744 PLH-Lot 16 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: K6059555 thru K6059581 My license renewal date for the state of Oregon is December 31,2019. ,cV. PRQFFS 74OlN4\9 89200PE 72— 4,OREGON\t �vaft /O ' 14, 2-° Ali May 2,2019 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 ANSIITPI-1, Chapter 2. Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059555 B1901744 A01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:17 2019 Page 1 I D:kNOPPholg?_3d82vVc96RuzLn Rr-OVJ FU3brQ2MXD W051GI5iOyIOgC L5Y?zQZpj HOzKn NC ]1-0-0 8-6-10 9]0-Q 15-0-0 I 21-0-0 21-5 115 24-6-0 30-0-0 31-0-0{ 1-0-0 8-6-10 0-5-5 6-0-0 6-0-0 0-5-5 3-0-11 5-6-0 1-0-0 Scale=1:53.0 5x6 = 5x6 = 6.00 12 �7 942 11 10 1X 11 13LI � 5 ® 4x6 I Cl ,6F 10 El ill. IPi17us45J 2rAr, rr, or, 3x4 = 25 24 23 22 21 3x4 = 37 36 35 34 33 32 31 30 29 28 27 26 3x6 = 8x8 = 8-6-10 15-0-0I 19-0-0 21-5-5 I 24-6-0 I 30-0-0 8-6-10 6-5-6 4-0-0 2-5-5 3-0-11 5-6-0 Plate Offsets(X,Y)— [6:0-3-0,0-0-8],[14:0-3-0,0-0-8],[16:0-1-4,0-2-0],[26:04-0,0-2-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.03 21 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.05 21 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 19 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:198 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 6-14:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):6-14. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G*Except* JOINTS 1 Brace at Jt(s):38 16-26:2x8 DF No.2,10-29:2x6 DF No.2 OTHERS 2x4 DF Std G REACTIONS. All bearings 19-0-0 except(jt=length)19=0-3-8. (Ib)- Max Horz 2=89(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,29,31,30,32,34,35,36,28 except 26=-150(LC 13),27=-115(LC 31),37=-103(LC 12),19=-166(LC 13) Max Gray All reactions 250 lb or less at joint(s)31,30,34,36,28 except 2=281(LC 31),26=672(LC 31),26=601(LC 1),29=292(LC 30),32=310(LC 30),35=264(LC 31),37=372(LC 31),19=831(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 16-17=-692/199,17-18=-796/188,18-19=-942/156 BOT CHORD 25-26=-62/712,24-25=-62/712,23-24=-62/712,22-23=-63/716,21-22=-63/716, 19-21=-63/716 WEBS 26-38=-871/202,38-39=-786/203,16-39=-815/204,10-29=-251/80,7-32=-272/98, 3-37=-311/131,13-26=-299/100 NOTES- ,``_� P R QF�Sol 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; Co LJG1 N EF9 /O MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-4-5,Exterior(2)4-4-5 to 12-7-7, 7 /fj Interior(1)12-7-7 to 17-0-0,Exterior(2)17-0-0 to 25-7-11,Interior(1)25-7-11 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever '7 'y� left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber cr 89200PE r" DOL=1.60 plate grip ind loads0 2)Truss designed for wind 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. p OREGON 1�(/� 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 L non-concurrent with other live loads. 2O '9, 14, 20 P1� 6)Provide adequate drainage to prevent water ponding. 1l'fL 7)All plates are 2x4 MT20 unless otherwise indicated. `R RI l-\" 8)Gable studs spaced at 2-0-0 oc. 9)This truss has been designed fora 10.0 psf bottom chord live Iced nonconcurrent with any other live loads. EXPIRES: 12-31-2019 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. May 2,2019 OdrltiAudttemat eduction of 20%has been applied for the green lumber members. 1mi, A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall Mile ledesign.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml lek* 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 Qualify 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 16 Willow Brook K6059555 B1901744 A01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:17 2019 Page 2 ID:kNOPPholg?_3d82vVc96RuzLn Rr-OVJFU3brQ2MXDW051G15iOyIOgCL5V?zQZpjHOzKnNC NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,29,31,30,32,34,35,36,28 except(jt=1b)26=150, 27=115,37=103,19=166. 13)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. • t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.1003/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Illilek' 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 Quellty Criteria,DSB-119 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 16 Willow Brook K6059556 B1901744 A02 Common 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:20 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLn Rr-p4?N64djjzk64zlfQOloKOZiut8DIhMP6X2NujzKnN 9 4-11-14 10-2-5 11-0 15-0-0 19-0-0 1S-5,6 25-0-2 30-0-0 11d-9-0 I -0 4-11-14 5-2-8 4-0-0 4-0-0 015-5 5-6-13 4-11-14 1-0-0 Scale=1:52.4 4x4 i 4 4x8 = 74x4 3 18 19 29 215 22 R 23 6.00 •12 J MOM 17 24 5x8 2x4 2 8 c 16s'llif 25 'h 26 1 g r-.1 _ Y 10 o 5x6 = 15 14 13 12 11 3x4 014 5x10 = 2x4 H 4x8 =- 10-2-5I 10-2-5I 15-0-0 18-10-0 19- 21-6-4 1 24-6-0 30-0-0 I10-2-5 4-9-11 3-10-0 0'7 2-0-14 2-11-12 5-6-0 Plate Offsets(X,Y)— [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[3:0-1-12,0-2-0],[6:0-2-0,0-2-12],[8:0-3-12,0-1-12],[15:0-3-12,0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.18 1-15 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.49 Vert(CT) -0.57 1-15 >392 180 TCDL 7.0 Rep Stress Incr YES WB 0.95 Horz(CT) 0.02 9 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-RH Weight:151 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G'Except' TOP CHORD Structural wood sheathing directly applied or 4-11-6 oc purlins, 8-10:2x6 DF No.2 except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):3-6. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEDGE Left:2x4 DF Std-G REACTIONS. All bearings 0-3-8 except(jt=length)12=5-11-8,1=Mechanical. (Ib)- Max Horz 1=-120(LC 17) Max Uplift All uplift 100 lb or less at joint(s)except 12=-457(LC 12),1=-186(LC 12), 9=-148(LC 13) Max Gray All reactions 250 lb or less at joint(s)13,11 except 12=1928(LC 31), 1=984(LC 31),9=429(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1537/403,2-3=-865/281,3-5=-642/385,5-6=-78/653,6-8=-135/817,8-9=-316/294 BOT CHORD 1-15=-359/1292,14-15=-9/386,13-14=-9/386,12-13=-9/386,11-12=-207/255, 9-11=-207/255 WEBS 2-15=-727/283,5-15=-202/885,5-12=-1194/424,6-12=-767/280,8-12=-861/351 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; QED PR 0pe MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 6-9-1,Exterior(2)6-9-1 to 14-7-0, s Interior(1)14-7-0 to 15-0-0,Exterior(2)15-0-0 to 23-2-15,Interior(1)23-2-15 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever Co ‘AG�NGI NE�R (9/p left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber 'f/ DOL=1.60 plate grip DOL=1.60 4Cr "9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 Ct. ti ..,89200 R E t' 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 4/ non-concurrent with other live loads. . 04' - 5)Provide adequate drainage to prevent water ponding. Ili 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. p OREGON �(/ 7)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L -1 will fit between the bottom chord and any other members. /0 x4 P 14 Z� �'� 8)A plate rating reduction of 20%has been applied for the green lumber members. M 0 9)Refer to girder(s)for truss to truss connections. `R R I�„N,. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 457 lb uplift at joint 12,186 lb uplift at joint 1 and 148 lb uplift at joint 9. EXPIRES: 12-31-2019 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 2,2019 / g A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111-7473 rev.10/03/2015 BEFORE USE. Nut Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/!P11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lea Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type City Ply PLH-Lot 16 Willow Brook K6059557 B1901744 AO2A California 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:22 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-IS78Xmf_Fa_gJHv2XpLGPRf?xhgxmdsiZrXUyczKnN7 5-11-14 i 12-2-5 1,3-0-9 17-0-0 17�5 24-0-2 30-0-01-0-0 5-11-14 6-2-8 O-9-11 4-0-0 0-5-5 6-6-13 5-11-14 1-0-0 Scale=1:52.4 4x8 \\ 6 4x4 J 4 3 .100 20 w, 21 6.00 12 19 — 18 22 5x12 MT18HS 3x4 • 2 7 23 c 17 ". a r vS 10. 1 16 24 cyqc 1 8 d ,rd s ,, �, 9 r d , .. a 5x6 = 15 14 13 12 ii =, 3x4 = 11 10 2x4 II 3x6 = 3x6 = 4x8 = 2x4 II OFF JOINT BEARINGS SHALL BE REVIEWED AND APPROVED BY THE BUILDING DESIGNER 5-11-14l 12-2-5 I 17-5-5 119.0-0 24-3-4 30-0-0 5-11-14 6-2-8 5-3-0 1-6-11 5-3-4 5-8-12 Plate Offsets(X,Y)— [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[2:0-1-12,0-1-8],(3:0-3-8,0-1-12],[5:0-2-0,0-2-12],[7:0-5-4,0-3-0] LOADING (psf) 1 TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.09 1-15 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(CT) -0.18 1-15 >999 180 MT18HS 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(CT) 0.05 11 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:152 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except* TOP CHORD Structural wood sheathing directly applied or 3-9-9 oc purlins,except 7-9:2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):3-5. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. All bearings 0-5-8 except(jt=length)1=Mechanical,8=0-3-8. (Ib)- Max Horz 1=-139(LC 17) Max Uplift All uplift 100 lb or less at joint(s)8,11 except 10=-277(LC 13), 1=-252(LC 12) Max Gray All reactions 250 lb or less at joint(s)except 10=1891(LC 31),1=1404(LC 31),8=308(LC 31),11=297(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2442/552,2-3=-1497/482,3-5=-716/446,5-7=-1008/401,7-8=-64/419 BOT CHORD 1-15=-445/2032,13-15=-445/2032,12-13=-243/1172,11-12=-279/135,10-11=-279/135 WEBS 2-15=0/259,2-13=-953/281,3-13=-63/587,3-12=-727/200,7-12=-276/1090, 7-10=-1811/537 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; ��Q P11.9% MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 8-9-1,Exterior(2)8-9-1 to 21-2-15, .`� Interior(1)21-2-15 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right �Co �NOt NE exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 G' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �� 89200PE 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. `w,a � 6)All plates are MT20 plates unless otherwise indicated. Q 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON 41 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 1 11t will fit between the bottom chord and any other members. �L/O�'9), 14, 2,`%,..„‘;,:r 9)A plate rating reduction of 20%has been applied for the green lumber members. /yc j 10)Refer to girder(s)for truss to truss connections. ``PARA- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,11 except (jt=lb)10=277,1=252. EXPIRES: 12-31-2019 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. May 2,2019 1 I r.r. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not Ifil 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/1P11 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 16 Willow Brook K6059558 B1901744 A02B HOWE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:23 2019 Page 1 ID:kNOPPholg? 3d82vVc96RuzLnRr-DfhW16fcOu6gxRUE5WsVxfB8158_VBbroVG1V2zKnN6 7-6-0I 15-0-0 22-6-0 I 30-0-0 11-0-01 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:52.1 4x4 = 3 'n 11 12 6.00 12 10 13 5x12 MT18HS 2x4 \\ 2 4 .''' / 14 IIP 1 5 1 _ 6I �y U' d 8 15 16 7 5x6 = 3x8 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[3:0-2-0,0-1-12],[4:0-6-0,0-3-0],[5:0-8-0,0-0-7],[7:0-1-12,0-1-8],[8:0-5-0,0-3-0] 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 0.95 Vert(LL) -0.35 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.62 7-8 >571 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.08 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:135 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-8 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=1239/0-5-8,5=1321/0-5-8 Max Horz 1=-164(LC 13) Max Uplift 1=-269(LC 12),5=-307(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2123/526,2-3=-1880/523,3-4=-1884/514,4-5=-2142/526 BOT CHORD 1-8=-464/1809,7-8=-147/1175,5-7=-349/1837 WEBS 3-7=-221/780,4-7=-557/372,3-8=-222/787,2-8=-527/358 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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 EQ PROF 3)Unbalanced snow loads have been considered for this design. , CL�GIN ��Si 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 Co E i non-concurrent with other live loads. N. /L 5)All plates are MT20 plates unless otherwise indicated. �� -7 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200 P E 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �/ will fit between the bottom chord and any other members,with BCDL=10.0psf. /"'' 8)A plate rating reduction of 20%has been applied for the green lumber members. • -. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=269,5=307. OREGON �L ,� 70 ,4, 14, 2.° 0-- /1// R R 11-\- 6 EXPIRES: 12-31-2019 May 2,2019 t 1 A WARNING-Verify design Parameter 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' ek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle 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 16 Willow Brook K6059559 B1901744 A03 HOWE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:24 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-hrEuySgEnBEXZb3RfENkUskJnVUDEeR190b1UzKnN5 7-6-01 15-0-0 22-6-0 30-0-0 11-0-0i 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:52.1 4x4 = 3 in 11 12 6.00 112 13 10 5x12 MT18HS 2x4 \\ 2 4 e 9 aii illIllk Alliiiiiiiiiii1i4 1 5 1IT6 tm 0 8 15 16 7 kti 5x6 = 3x8 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 10-0-0 I 10-0-0 10-0-0 Plate Offsets(X,Y)— [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[3:0-2-0,0-1-12],[4:0-6-0,0-3-0],[5:0-8-0,0-0-71[7:0-1-12,0-1-8],[8:05-0,0-3-0] 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 0.95 Vert(LL) -0.35 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.62 7-8 >571 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.08 5 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:135 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-8 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=1239/0-5-8,5=1321/0-5-8 Max Horz 1=-164(LC 13) Max Uplift 1=-269(LC 12),5=-307(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2123/526,2-3=-1880/523,34=-1884/514,4-5=-2142/526 BOT CHORD 1-8=-464/1809,7-8=-147/1175,5-7=-349/1837 WEBS 3-7=-221/780,4-7=-557/372,3-8=-222/787,2-8=-527/358 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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ro P R QFfi 3)Unbalanced snow loads have been considered for this design. Gi NE�cns�O4)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 Tnonconcurrent with other live loads. 1i5)All plates are MT20 plates unless otherwise indicated. g2�OPE -? 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c-- 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. dr 8)A plate rating reduction of 20%has been applied for the green lumber members. 460 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) v. Q 1=269,5=307. y 4l OREGON 4, /O '9)- 14, 2° �,4 'yFR R I Lk- EXPIRES: 12-31-2019 May 2,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1003/2015 BEFORE USE. /4111" 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 �1 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 horn Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059560 B1901744 A04 HOWE 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:25 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-91 oGAohsXVMOBIedDxuzl4HUXupSz558Gpl8ZxzKnN4 7-6-0 15-0-0 22-6-0 30-0-0 11-0-01 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:52.1 4x4 =- 3 3 12 11 12 6.00 12 10 13 5x12 MT18HS 2x4 \\ 2 4 9 14 1 5 1 61� 0 MX 8 15 16 7 5x6 = 3x8 = 5x10 = 3x4 = 10-0-0I 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[3:0-2-0,0-1-12],[4:0-6-0,03-0],[5:0-8-0,0-0-7],[7:0-1-12,0-1-8],[8:0-5-0,0-3-0] 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 0.95 Vert(LL) -0.35 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.62 7-8 >571 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.08 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:135 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except* TOP CHORD Structural wood sheathing directly applied. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-8 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=1239/0-5-8,5=1321/0-5-8 Max Horz 1=-164(LC 13) Max Uplift 1=-269(LC 12),5=-307(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2123/526,2-3=-1880/523,3-4=-1884/514,4-5=-2142/526 BOT CHORD 1-8=-464/1809,7-8=-147/1175,5-7=-349/1837 WEBS 3-7=-221/780,4-7=-557/372,3-8=-222/787,2-8=-527/358 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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 G 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ��r, D P R Q/:e 3)Unbalanced snow loads have been considered for this design. �\ `.' t N �9 O 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 Co E non-concurrent with other live loads. 1- 5)All plates are MT20 plates unless otherwise indicated. �� -pf 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9200 P 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. ...." '4°11t, ,411111P 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=269,5=307. y ,�OREGON D, tv� 76"'-i y- 14, 2°\ +� P 4,f -- 6 EXPIRES: 12-31-2019 May 2,2019 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek_ is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • • Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059561 B1901744 A05 HOWE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:26 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLn Rr-dEMeN8iUIpUFouCpmfPCZHpfHl9h iYKHUTVi6NzKnN3 7-6-0 15-0-0I 22-6-0 30-0-0 "41-0-0I 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:52.1 454 = 3 is 111\ 16100, 11 12 6.00 12 10 13 5512 MT18HS 2x4 \\ 2 4 \ 414, 9 14 1 6 .• MI / r_ a 8 15 16 7 5x6 = 3x8 = 5x10 = 354 = 10-0-0 _ 20-0-0 30-0-0 I10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)- [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[3:0-2-0,0-1-12],[4:0-6-0,0-3-0],[5:0-8-0,0-0-7],[7:0-1-12,0-1-8],[8:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.35 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(CT) -0.62 7-8 >571 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.08 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:135 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 9-7-8 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=1239/0-5-8,5=1321/0-5-8 Max Horz 1=-164(LC 13) Max Uplift 1=-269(LC 12),5=-307(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2123/526,2-3=-1880/523,3-4=-1884/514,4-5=-2142/526 BOT CHORD 1-8=-464/1809,7-8=-147/1175,5-7=-349/1837 WEBS 3-7=-221/780,4-7=-557/372,3-8=-222/787,2-8=-527/358 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(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)0-2-12 to 3-2-12,Interior(1)3-2-12 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 ...0 PR OFF 3)Unbalanced snow loads have been considered for this design. .`(('NGt NE P-, s`a 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof Iced of 25.0 psf on overhangs Gj nonconcurrent with other live loads. ?j 5)All plates are MT20 plates unless otherwise indicated. �/ -37 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200 P E r- 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 8)A plate rating reduction of 20%has been applied for the green lumber members. fl 4.-0,,,005.-- 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=269,5=307. -yam A.OREGON \� �(/ 7O 4` 14, 2� P-�- MRRIVA-0 EXPIRES: 12-31-2019 May 2,2019 NEA WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIL7473 rev.10/03/2015 BEFORE USE. r Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall I building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1741 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 16 Willow Brook K6059562 B1901744 A06 Monopitch 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:27 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-6Qw1 bUj836c6Q2nOKMxR6VM_ciaGR4?Rj7EFepzKnN2 -1-0-0 6-6-0 1-0-0 6-6-0 Scale=1:22.9 2x4 I I 4 3 • 6.00 12 9 8 2 i u: 1 ' ,,■ 4 6 2x4 11 5 3x4 = 6-6-0 6-6-0 Plate Offsets(X,Y)— [6:0-2-0,0-1-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.06 2-6 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.17 2-6 >409 180 TCDL 7.0 Rep Stress!nor YES WB 0.00 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-P Weight 31 lb FT=10% 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) 6=269/Mechanical,2=336/0-5-8 Max Horz 2=162(LC 9) Max Uplift 6=-98(LC 12),2=-90(LC 12) Max Gray 6=309(LC 19),2=344(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=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 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 11;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. 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,R\�J PR OFF will fit between the bottom chord and any other members. <(' NG�NE� sip 7)A plate rating reduction of 20%has been applied for the green lumber members. Co T 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)6,2. cc, 89200P E ">"1" ,,OREGON tv� MFRRILN- EXPIRES: 12-31-2019 May 2,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059563 B1901744 B01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:29 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-2o2n?9kNbksgfMxOSnzvBwRGbWAjwKkARjMiizKn NO 71-0-01 15-0-0 30-0-0 31-0-01 1-0-0 15-0-0 I 15-0-0 1-0-0 Scale=1:54.1 4x4 = 6.00 12 10 911 36 37 8 12 3538 5x8 i 7 13 5x8 5 14 10 Iir 15 71 4 - - 16 3 - 17 34 39 00.0006. W1 2 18 19 ro W m '� {} ro d 29 /�4v....It.-4-.1(A...a�tit����ta�a�4���a�����eiti��titi��4i��4�a�a�4�..ttiitia.c.p0.t�4�4�.. AI.iO4�tit�4..itAit�4......�.h; �b 3x4 = 33 32 31 30 3x4 = 3x6 =28 27 26 25 24 23 22 21 20 10-6-0 30-0-0 1 10-6-0 19-6-0 Plate Offsets(X,Y)- [6:0-2-7,Edge],[14:0-2-7,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 0.56 Vert(LL) 0.28 31-32 >462 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.66 Vert(CT) -0.57 31-32 >227 180 TCDL 7.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 18 n/a n/a BCLL 0.0 * Code IBC2015/TP12014 Matrix-RH Weight:180 lb FT=10% 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. 1-6,14-19:2x6 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=0-5-8,18=0-3-8,18=0-3-8. (Ib)- Max Horz 2=157(LC 12) Max Uplift All uplift 100 lb or less at joint(s)25,24,23,22,21,20,18 except 2=-155(LC 12),27=-415(LC 1), 28=-478(LC 12) Max Gray All reactions 250 lb or less at joint(s)26,27,25,24,23,22,21,20 except 2=591(LC 19), 28=1155(LC 19),18=331(LC 1),18=331(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-416/111,3-4=-328/146,4-5=-253/159,7-8=-221/262,8-9=413/409, 9-10=-303/442,10-11=-308/450,11-12=-304/361,12-13=-303/301,13-15=-306/250, 15-16=-306/188,16-17=-307/136,17-18=-328/94 BOT CHORD 2-33=48/265,32-33=48/265,31-32=48/265,30-31=48/265,28-30=48/265, 27-28=48/265,26-27=48/265,25-26=48/265,24-25=48/265,23-24=48/265, 22-23=48/265,21-22=48/265,20-21=48/265,18-20=48/265 WEBS 10-26=-261/162,8-28=-580/313 NOTES- PR Opt 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; .`�(' ss MWFRS(envelope)gable end zone and C-C Corner(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 12-0-0,Corner(3)12-0-0 to 18-0-0, �Cj �NGI NEER �p Exterior(2)18-0-0 to 28-0-0,Corner(3)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right ?i 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 89200PEc. 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 / lam_ 4)Unbalanced snow loads have been considered for this design. ,,,,X 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 ill t:Z- nonconcurrent with other live loads. OREGON t(/ 6)All plates are 2x4 MT20 unless otherwise indicated. 7 �c. 7)Gable studs spaced at 2-0-0 oc. 7Q 4 y j 4 r 20 P-'k 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /y �j 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 FR R L\- 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. EXPIRES: 12-31-2019 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)25,24,23,22, 21,20,18 except(jt=lb)2=155,27=415,28=478. May 2,2019 t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. .. it Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTele ek* is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059564 B1901744 B02 HOWE 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:30 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-W?c9DVl?M1_hHW Wa?UU8k7_N9vXudMGtP5TvF8zKn N? ]1-0-0I 7-6-0 I 15-0-0 I 22-6-0 I 30-0-0 '11-0-0I 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:52.7 4x4 = 6.00 12 4 12 12 13 5x12 MT18HS i 11 14 5x12 MT18HS 3 5 - 0000TP--\ 10 15 2 6 111111 7 m L. a ._ d �� 9 16 17 8 _ 3x8 3x8 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [2:0-8-0,0-0-6],[3:0-6-0,0-3-0],[4:0-2-0,0-1-12],[5:0-6-0,0-3-0],[6:0-8-0,0-0-7],[8:0-1-12,0-1-8],[9:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.64 8-9 >558 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.08 6 n/a n/a BCLL 0.0 • Code IBC2015/TPI2014 Matrix-RH Weight:143 lb FT=10% 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 9-7-3 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1319/0-5-8,6=1319/0-5-8 Max Horz 2=157(LC 12) Max Uplift 2=-307(LC 12),6=-307(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2140/518,3-4=-1883/507,4-5=-1883/507,5-6=-2140/518 BOT CHORD 2-9=-479/1835,8-9=-145/1170,6-8=-342/1835 WEBS 4-8=-221/795,5-8=-568/372,4-9=-221/795,3-9=-568/372 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs <��+�� PR Q/: non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. ;Co �NG►NEk.- <2 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /fj 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� -? will fit between the bottom chord and any other members,with BCDL=10.Opsf. $9200 P E 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=307,6=307. - p ,,OREGONC. ttrCr /O xi r 14, 2° �4 MFR R I L\- EXPIRES: 12-31-2019 May 2,2019 f y A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M/1-7473 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 1111 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/7Bit 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 16 Willow, Brook K6059565 81901744 B03 HOWE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:31 2019 Page 1?N ID:kNOPPholg?_3d82vVc96RuzLnRr-_BAXQrmd7L6Yvg5nZCGLXYvJs7MpW0eICSnazKnN_ 711-40-0411� 7-6-0 15-0-0 I 22-6-0 30-0-0 1-0-0I 1-0-07-6-0 7-6-0 7-6-0 7-6-0 '1-0-0 Scale=1:52.7 4x4 = 6.00 12 4 12 13 5x12 MT18HS i11 14 5x12 MT18HS `- . 10 15 2 6 7 m 11111 / . _ I8 6 9 16 17 8 p 3x8 = 3x8 = 5x10 = 3x4 = 10-0-0 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [2:0-8-0,0-0-6],[3:0-6-0,0-3-0],[4:0-2-0,0-1-12],[5:0-6-0,0-3-0],[6:0-8-0,0-0-7],[8:0-1-12,0-1-8],[9:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.64 8-9 >558 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.08 6 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-RH Weight:143 lb FT=10% 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 9-7-3 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1319/0-5-8,6=1319/0-5-8 Max Horz 2=157(LC 12) Max Uplift 2=-307(LC 12),6=-307(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2140/518,3-4=-1883/507,4-5=-1883/507,5-6=-2140/518 BOT CHORD 2-9=479/1835,8-9=-145/1170,6-8=-342/1835 WEBS 4-8=-221/795,5-8=-568/372,4-9=-221/795,3-9=-568/372 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs � is 0 PR OF-6. nonconcurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. \C NG I N EF9 /a 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ?j 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -'n will fit between the bottom chord and any other members,with BCDL=10.0psf. 89200 P E f 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib) O.'2=307,6=307. -- 7 49 OREGON �tti� /0 �� 1 4, 2O ‘;:k— /1,1 -4- /1,1RRI1.-L 0 EXPIRES: 12-31-2019 May 2,2019 I 4.4 mit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE RM1-7473 rev.16/03/2015 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 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 16 Willow Brook K6059566 B1901744 B04 HOWE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:32 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLn RrSNjweBmFufEPWpgz7vWcpY3jfjCM5GIAtPy011 zKn Mz ]1-0-0I 7-6-0 15-0-0 22-6-0 I 30-0-0 '11-0-0 1-0-0 7-6-0 7-6-0 7-6-0 7-6-0 1-0-0 Scale=1:52.7 404 = 6.00 12 4 12 13 5x12 MT18HS 11 14 5x12 MT18HS 3 5 10 15 2 6 7 1:Y? c. _, 9 16 17 8 3x8 = 3x8 = 5x10 = 3x4 = 10-0-0I 20-0-0 30-0-0 10-0-0 10-0-0 10-0-0 Plate Offsets(X,Y)— [2:0-8-0,0-0-6],[3:0-6-0,0-3-0],[4:0-2-0,0-1-12],[5:0-6-0,0-3-0],[6:0-8-0,0-0-7],[8:0-1-12,0-1-8],[9:0-5-0,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.34 8-9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.60 Vert(CT) -0.64 8-9 >558 180 MT18HS 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.35 Horz(CT) 0.08 6 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-RH Weight:143 lb FT=10% 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 9-7-3 oc bracing. BOT CHORD 2x4 DF No.1&Btr G WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=1319/0-5-8,6=1319/0-5-8 Max Horz 2=157(LC 12) Max Uplift 2=-307(LC 12),6=-307(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2140/518,3-4=-1883/507,4-5=-1883/507,5-6=-2140/518 BOT CHORD 2-9=-479/1835,8-9=-145/1170,6-8=-342/1835 WEBS 4-8=-221/795,5-8=-568/372,4-9=-221/795,3-9=-568/372 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 12-0-0,Exterior(2)12-0-0 to 18-0-0, Interior(1)18-0-0 to 28-0-0,Exterior(2)28-0-0 to 31-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs <��EO P R Ore. non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. -. NGI NEER /O 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' /� 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �/ '3,—_,„ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 89200 P E 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) ,,rr ." 2=307,6=307. C) iii.OREGON ��� iO -/r 14, 2° '- PE SFR cal R 11-\- EXPIRES: 12-31-2019 May 2,2019 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not p 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/TPIn Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Sate 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059567 B1901744 B05 Monopitch 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:33 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLn Rr-waH IrXntfyNG8zF9hd1 rLmcxn7fTgkoJ53hZgTzKn My 1-0-0 5-3-0 10-6-0 1-0-0 5-3-0 5-3-0 Scale=1:33.0 2x4 I I 4 5 6.00 12 11 10 3x4 3 °1 9 2 1111111111111111111111111111111111111111°11111111111111111111111111111111111111111111111111111°l Rte/ 8 7 3x4 = 2x4 II 3x6 =6 5-3-0 10-6-0 5-3-0 5-3-0 Plate Offsets(X,Y)- [3:0-1-12.0-1-8],[7:0-2-12.0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.05 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-RH Weight:60 lb FT=10% 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=501/0-5-8 Max Horz 2=253(LC 9) Max Uplift 7=-159(LC 12),2=-126(LC 12) Max Gray 7=528(LC 19),2=518(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-618/110 BOT CHORD 2-8=-141/488,7-8=-141/488 WEBS 3-7=-559/227 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 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. p 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��0D P R OFFS non truss rent with other live loads. \ �NOI N EFS s`: 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Gj 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide G 2 will fit between the bottom chord and any other members. �� 59200 P E 9l 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) ,4;1,,144e,ore 7=159,2=126. • •gr� -34. -pL ,, OREGON tv� /O 9 14, 2-° 4 EXPIRES: 12-31-2019 May 2,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059568 B1901744 Cal GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:35 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLn Rr-tyP2GDp8BadzNHPYo24JRBhOEwNzIhOcZNAgvLzKnMw 1-0-0 7-8-5 13-9-3 21-5-8 22-5-8 1-0-0 7-8-5 I 6-0-14 7-8-5 1-0-0 Scale=1:38.8 5x6 = 10 5x6 = 7 9 32 296 8 il 6.00 12 5 .r 0 -al 11 2833 4 12 or 273 1334 a 2635 r 2 14 y 0 0 0 .. 0 0 0 0 0 2 1 15 IT 3x4 — 25 24 23 22 21 20 19 18 17 16 3x4 3x6 = 21-5-8 21-5-8 Plate Offsets(X,Y)— [6:0-3-0,0-0-8],[9:0-3-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 14 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 14 n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:117 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 6-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):6-9. 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 21-5-8. (Ib)- Max Horz 2=-94(LC 13) Max Uplift All uplift 100 lb or less at joint(s)2,20,21,23,24,25,18,17,16,14 Max Gray All reactions 250 lb or less at joint(s)19,21,24,17 except 2=303(LC 31),20=380(LC 30), 23=258(LC 31),25=337(LC 31),18=258(LC 31),16=337(LC 31),14=303(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 8-20=-340/152,3-25=-282/154,13-16=-282/154 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.It;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Comer(3)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 5-8-12,Corner(3)5-8-12 to 15-8-12, Exterior(2)15-8-12 to 19-5-8,Corner(3)19-5-8 to 22-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 E❑ PROF 4)Unbalanced snow loads have been considered for this design. ,`C�G'N �� s/O 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 Co E non concurrent with other live loads. il, 6)Provide adequate drainage to prevent water ponding. 4Cr 9 7)All plates are 2x4 MT20 unless otherwise indicated. c' 89200PE t' 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. ,. „''•. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .tom 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. O OREGON Ix 4,(/� 12)A plate rating reduction of 20%has been applied for the green lumber members. / 27 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,20,21,23,24, /Q '4}' 1 4 2°\ h' � 25,18,17,16,14. gS 14)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ii'lfi RIO- EXPIRES: I _\-EXPIRES: 12-31-2019 May 2,2019 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 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 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bradng of trusses and truss systems,see ANSI/1P11 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 16 Willow Brook K6059569 B1901744 CO2 Common 4 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:36 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-L9zQTZgmytiq?RzkMIbYzOEVeKf516Ymn1 wDRozKn My 1-0-0 5-4-6 10-8-12 16-1-2 21-5-8 22-5-8 1-0-0 5-4-6 l 5-4-6 I 5-4-6 I 5-4-6 1-0-0 Scale=1:38.7 4x4 = 6.00 12 4 r 13 14 �. 5x6 i 12 15 5x6 3 5 - Alttir 11 16 2 6 7 IT 109 17 18 8 3x6 = 5x8 = 3x4 = 3x6 7-1-13 14-3-11 21-5-8 7-1-13 l 7-1-13 7-1-13 Plate Offsets(X,Y)— [3:0-2-8,0-3-0],[5:0-2-8,0-3-0],[9:0-0-0,0-1-13],[9:0-1-12,0-3-0] LOADING (psf) SPACING- Plate GripDOL 2 1.15 TC-0 I 0.38 Vert(CT)LL -0.18 8-10PLATES GRIP >999 140 TCLL 25.0 (Roof Snow=25.0) Vert(LL) -0.08 8-10 >999 240 MT20 220/195 TCOL 7.0 Lumber DOL 1.15 BC 0.29 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(CT) 0.04 6 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 Matrix-RH Weight:103 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G'Except' TOP CHORD Structural wood sheathing directly applied or 5-7-7 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=961/0-5-8,6=961/0-5-8 Max Horz 2=115(LC 16) Max Uplift 2=-229(LC 12),6=-229(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1481/386,3-4=-1300/377,4-5=-1300/377,5-6=-1481/386 BOT CHORD 2-10=-328/1258,8-10=-96/812,6-8=-243/1258 WEBS 4-8=-150/535,5-8=-380/261,4-10=-149/535,3-10=-380/260 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-8-12,Exterior(2)7-8-12 to 13-8-12, Interior(1)13-8-12 to 19-5-8,Exterior(2)19-5-8 to 22-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live Iced of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��a 0 PR Opts, nonconcurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live Iced nonconcurrent with any other live loads. �Co �NGl NE,FR /Q 6)'This truss has been designed for a live Iced of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide /fj will fit between the bottom chord and any other members,with BCDL=10.0psf. �/ .7 7)A plate rating reduction of 20%has been applied for the green lumber members. cc .92 l O P 1-'- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Aller...111e' 2=229,6=229. tr F `1OREGON�� 4/ r0 �r14, 2,Q, 4 SFR R 11-\-0 EXPIRES: 12-31-2019 May 2,2019 4 1 —a.. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Ml1-7177 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MI T y� ek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/71911 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 16 Willow Brook K6059570 B1901744 CO3 Common 7 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:37 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-plXphugOjBthdbYxwS6n WcngRk_2mYpv0hfnzEzKn Mu 5-4-6 10-8-12 16-1-2 21-5-8 122-5-8 5-4-6 5-4-6 5-4-6 5-4-6 1-0-0 Scale=1:38.1 4x4 = 3 Pm 6.0012 13 12 14 2x4 \\ 11 5x6 2 4 10 Allibill1115hibb.... 1 5 i lid inmi 6 I d M 9 8 16 17 7 O 3x6 II 5x8 = 3x4 = 3x6 7-1-13 14-3-11 21-5-8 7-1-13 7-1-13 7-1-13 Plate Offsets(X,Y)— [1:0-2-12,0-0-8],[1:0-1-2,0-7-1],[1:0-0-9,0-1-2],[4:0-2-8,0-3-0],[8:0-1-12,0-3-0],[8:0-0-0,0-1-13] 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) -0.08 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 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.04 5 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-RH Weight:97 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc purlins. 4-6:2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 OF No.1&Btr G WEBS 2x4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) 1=880/0-5-8,5=963/0-5-8 Max Horz 1=-122(LC 17) Max Uplift 1=-191(LC 12),5=-229(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1470/403,2-3=-1300/401,3-4=-1301/384,4-5=-1491/400 BOT CHORD 1-9=-318/1241,7-9=-98/817,5-7=-257/1269 WEBS 3-7=-146/515,4-7=-371/263,3-9=-153/533,2-9=-351/251 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)0-2-12 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 19-5-8,Exterior(2)19-5-8 to 22-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �`'�Ep P R opt ss 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 ��Co ANG I N EFR / , non-concurrent with other live loads. ?j 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� $9200 P E "9t' 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. 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) `� � , 1=191,5=229. yL ,�OREGON tt� /O -9)- 14, Zo� P+� MFRR10- P� EXPIRES: 12-31-2019 May 2,2019 4 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7/73 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekNl 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/TRH 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 16 Willow Brook K6059571 B1901744 C04 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:39 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLn Rr-IkeZ6aseEo7PsuiJ 1 t8Fb1 svaYV1 ESyCU_8u27zKnMs 7-10-15 8-12 12-8-12 1 2 21-5-8 22-5-8 7-10-15 b-9-131 4-0-0 d5- 8-3-4 1-0-0 Scale=1:38.0 4x8 \\ 6 5x6 J 4 3 6.00 12 It6 27 28 a 1 24 __1-• 30 2 _ m , 23 r3x6 II 31 4 22 — 32 3x4 — y 1 3x4 3x6 II _ 7 •,P2 an 0 1cd 0 OR. 8 3x6 I ,.;��eS:••;::::A:::::e::••�::::eA)3::A:::::E �d 13 12 i�i�i�i�i�i�i�i�i�i�i�iei•iieieiei0eiei�i�i0 5x6 = 5x10 = 5x10 = 3x4 = 11 10 9 7-10-15 13-2-4 17-3-8 21-5-8 7-10-15 5-3-5 4-1-4 4-2-0 I Plate Offsets(X,Y)— [1:0-7-1,0-1-2],[1:0-1-2,0-0-9],[3:0-3-8,0-1-12],[5:0-2-0,0-0-8],[7:0-0-0,0-0-4],[10:0-2-0,0-0-12],[13:0-4-8,0-3-0],[14:0-2-0,0-0-12],[15:0-1-0,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.07 12-13 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.23 1-13 >878 180 TCDL 7.0 Rep Stress Incr YES WB 0.19 Horz(CT) 0.05 7 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:134 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 3-4-13 oc purlins, 6-8:2x6 DF No.2 except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(4-10-5 max.):3-5. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 14-15,10-15:2x8 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,11=0-3-8. (Ib)- Max Horz 1=-100(LC 17) Max Uplift All uplift 100 lb or less at joint(s)11 except 1=-214(LC 12),7=-186(LC 13),10=-753(LC 31),9=-182(LC 13) Max Gray All reactions 250 lb or less at joint(s)10 except 1=1263(LC 31),7=1063(LC 31),9=608(LC 31),11=569(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2167/664,2-3=-1741/592,3-5=-1350/628,5-7=-1743/544 BOT CHORD 1-13=-510/1837,12-13=-378/1461,11-12=-348/1354,10-11=-348/1354,9-10=-348/1354, 7-9=-348/1354 WEBS 3-13=-7/357,3-12=-256/73,2-13=-409/192 ��, ED PROFFs 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; - �GNGI NEER (-S-> , MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-12 to 3-0-12,Interior(1)3-0-12 to 4-5-13,Exterior(2)4-5-13 to 16-11-11, Interior(1)16-11-11 to 19-5-8,Exterior(2)19-5-8 to 22-5-8 zone;cantilever left and right exposed;end vertical left and right '9 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 izt 89200P E f 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 • e *„ 4)Unbalanced snow loads have been considered for this design. 1Z 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 74- OREGON Ix �(/ non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. �/6 M r 14 r 2° �4 7)All plates are 2x4 MT20 unless otherwise indicated. �- 8)Gable studs spaced at 2-0-0 oc. RR I L 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide EXPIRES: 12-31-2019 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. May 2,2019 Ch2rItiiieferitimit fE)for truss to truss connections. I mil. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059571 B1901744 C04 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:39 2019 Page 2 ID:kNOPPholg?_3d82vVc96RuzLn Rr-lkeZ6aseEo7Psu iJ1t8Fb1 svaYV1 ESyCU_8u27zKnMs NOTES- 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(jt=lb)1=214,7=186,10=753,9=182. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/1015 BEFORE USE. 141"."11" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safely Infomration 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 16 Willow Brook K6059572 B1901744 DO1 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:40 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-DwCxJwtG?6FGU2HVbbfU8EOGgx4FzyGLieuRaZzKnMr -1-0-0 9-9-0 19-6-0 20-6-0 1 1-0-0 l 9-9-0 9-9-0 1-0-0 Scale=1:34.6 4x4 = 6.00 112 8 CI 7 9 26 ail h 27 4x6 i25 25 28 10 4x6 P y 5 11 4 IP- _ t2 P Ill M YI 13 3 iil 11 14 2 1 9 9 9 9 q P II I kB7 ` 15 Id !................A.e..A.1A..A.A..A.................M......A....A...A.AA..AAA......AAAAA.IAAA.A.1...1A......e 1A-.AA..A......1AA..AAAAAAA.... .......—AAA.IAA..AAAAA-eA...AAAA-.A.A 3x4 = 24 23 22 21 20 19 18 17 16 3x4 = 19-6-0 19-6-0 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 0.05 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 lncr YES WB 0.06 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:103 lb FT=10% 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. 1-5,11-15:2x6 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 19-6-0. (Ib)- Max Horz 2=106(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. (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)-1-0-0 to 1-9-0,Exterior(2)1-9-0 to 6-9-0,Comer(3)6-9-0 to 12-9-0, Exterior(2)12-9-0 to 17-6-0,Corner(3)17-6-0 to 20-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind toads 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 L D P R Q�c non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. �( S 7)Gable requires continuous bottom chord bearing. NGj, 0NGINEP- s/Q 8)Gable studs spaced at 2-0-0 oc. /L 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 89200 PE '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 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, - / 24,19,18,17,16. -Tr 4 OREGON zQ 9O -9r 14, `.° Q�- MRRII-A- 6 EXPIRES: 12-31-2019 May 2,2019 t ith,. A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 1111.7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 82880 Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059573 B1901744 D02 Common 5 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:41 2019 Page 1 I D:kNO PPh olg?_3d82vVc96Ruzln Rr-h6mJXGtu mQN75Csi91BjgSxN PUMi MiVxld_6?zKn Mq -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 I 4-10-8 4-10-8 1-0-0 Scale=1:35.8 4x4 = 6.00 12 4 L 11 12 5x6 i10 13 5x6 5 3 : 14 9 6 2 i . IeI 7Ia 8 3x8 = 3x8 3x8 = 9-9-0 19-6-0 9-9-0 9-9-0 Plate Offsets(X,Y)— [2:0-8-0,0-0-6],[3:0-3-0,0-3-0],[5:0-3-0,0-3-0],[6:0-8-0,0-0-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 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 >743 180 TCDL 7.0 Rep Stress Incr YES WB 0.24 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:93 lb FT=10% 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. 1-3,5-7:2x6 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=878/0-5-8,6=878/0-5-8 Max Horz 2=106(LC 12) Max Uplift 2=-211(LC 12),6=-211(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1300/380,3-4=-954/265,4-5=-954/265,5-6=-1300/380 BOT CHORD 2-8=-312/1109,6-8=-238/1109 WEBS 4-8=-72/523,5-8=442/279,3-8=442/278 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 6-9-0,Exterior(2)6-9-0 to 12-9-0, Interior(1)12-9-0 to 17-6-0,Exterior(2)17-6-0 to 20-6-0 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 ����p PR OF�ScS' 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 0,G,1 N E�R /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 'l/ will fit between the bottom chord and any other members. �7 9 7)A plate rating reduction of 20%has been applied for the green lumber members. 89200 P E f 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=211,6=211. .+< 4 OREGON A. /O -IJ` 2 14, 0 0- MRR1‘..\- 0 EXPIRES: 12-31-2019 May 2,2019 4 mem A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/1015 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 ANSUfP11 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 16 Willow Brook K6059574 B1901744 D03 Common Girder 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:44 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzlnRr-6hSS9lwn3LliyfbHgRkQ14ZsOZIYveMxdGsfjKzKnMn 4-10-8 9-9-0 14-7-8 19-6-0 20-6-0 4-10-8 I 4-10-8 I 4-10-8 4-10-8 1 1-0-0 Scale=1:37.0 4x6 3 6.00 12 11 3x6 10 5x8 2 4 1 5 e (lfl in nn nn -.1144 6 lit 12 13 14 15 8 16 17 18 19 20 j 4x8 = 4x8 = 3x6 H 8x8 = LUS26 3x6 H LUS24 LUS24 LUS24 4-10-8 9-9-0 14-7-8 19-6-0 _ 4-10-8 I 4-10-8 I 4-10-8 4-10-8 Plate Offsets(X,Y)- [1:0-0-4,0-0-1],[2:0-2-12,0-1-8],[4:0-1-8,0-3-0],[7:0-4-8,0-1-8],[8:0-4-0,0-4-8],[9:0-4-0,0-1-8] 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 0.40 Vert(LL) -0.13 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(CT) -0.28 7-8 >817 180 TCDL 7.0 Rep Stress Ina NO WB 0.57 Horz(CT) 0.07 5 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:211 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G`Except` TOP CHORD Structural wood sheathing directly applied or 4-6-5 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=5095/0-5-8,5=5080/0-5-8 Max Horz 1=-114(LC 29) Max Uplift 1=-1167(LC 10),5=-1167(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-8652/1966,2-3=-6334/1443,3-4=-6355/1448,4-5=-9313/2073 BOT CHORD 1-9=-1750/7536,8-9=-1750/7536,7-8=-1779/8301,5-7=-1750/8147 WEBS 3-8=-1180/5363,4-8=-3062/790,4-7=-487/2568,2-8=-2253/648,2-9=413/2034 NOTES- 1)2-ply truss to be connected together with 10d(0.120'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �EQ PR Opk. 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; �(, S MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate �C3� NGI NEF9 s/0 grip DOL=1.60 �N? ?/9 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 �' $9200 P E �" 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 non-concurrent with other live loads. i /}r� ---o. ••• i� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 CC will fit between the bottom chord and any other members. -pL ��REGG OHO �/44•/f 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) O r 14, rZ \P�- 1=1167,5=1167. 11)Use Simpson Strong-Tie LUS26(4-SD9212 Girder,4-SD9212 Truss)or equivalent at 12-114 from the left end to connect truss(es) FR R I V-.`' to front face of bottom chord. 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 13-5-4 from the left EXPIRES: 12-31-2019 end to 17-5-4 to connect truss(es)to front face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. May 2,2019 t Continued on oaae 2 ma— A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-1413 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTekl 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 ANSIITPl1 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 16 Willow Brook K6059574 81901744 DO3 Common Girder 1 n L Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:44 2019 Page 2 ID:kNOPPholg?_3d82vVc96RuzLn Rr-6hSS91wn3LliyfbHgRkQl4ZsOZIYveMxdGsfjKzKnMn NOTES- 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 Ib down and 211 lb up at 10-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-64,1-5=-20 Concentrated Loads(Ib) Vert:8=-860 12=-860 13=-860 14=-860 15=-860 16=-860 17=-1243(F)18=-698(F)19=-698(F)20=-698(F) • � 1 A WARNING-Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1WO3/2015 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 ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059575 B1901744 E01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:45 2019 Page 1 I D:kNOPPholg?_3d82vVc96RuzLn Rr-atogMdwPgetZap9TO8Ffrl66hynJeC N4swbCFmzKn Mm 5-8-5 11-9-3 17-5-8 18-5-8 5-8-5 6-0-14 5-8-5 1 1-0-0 Scale=1:31.2 5x6 = 8 5x6 = 5 7 6.00 12 4 E 6 [ <1 3 23 9 24 25 ,M 9 21 27 IF V 10 2 28 9' 29 A 20 a h 1 11 1 y a 9 2 ® ® 2 ® N.. 12 IT ovvv..-v.-vovv.-ov.-.vor. o.•av0000vov. r. vrvvoovvrvvrvvvvravvovvvvrr. oovovov.-ovvorvvrvr.-.ovv.•.vov.. orovvvov-roa 3x4 = 19 18 17 16 15 14 13 3x4 = 17-5-8 17-5-8 Plate Offsets(X,Y)— [4:0-3-0,0-0-8],[7:0-3-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 11 n/r 90 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 11 n/r 120 TCDL 7.0 Rep Stress Ina YES WB 0.07 Horz(CT) 0.00 11 n/a n/a BCLL 0.0 Code IBC2015/TP12014 Matrix-RH Weight:87 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 4-7:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):4-7. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 DF Std G 6-0-0 oc bracing:16-17,15-16. REACTIONS. All bearings 17-5-8. (Ib)- Max Horz 1=-82(LC 13) Max Uplift All uplift 100 lb or less at joint(s)1,11,17,18,16,15,14,13 except 19=-108(LC 12) Max Gray All reactions 250 lb or less at joint(s)1,17,18,15,14 except 11=304(LC 31),19=377(LC 31), 16=379(LC 30),13=340(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-19=-312/218,6-16=-340/146,10-13=-286/169 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 3-8-12,Corner(3)3-8-12 to 13-8-12, Exterior(2)13-8-12 to 15-5-8,Corner(3)15-5-8 to 18-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 a D P R Opt 4)Unbalanced snow loads have been considered for this design. <.' s 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 \CO� ANG I N EFR LI non-concurrent with other live loads. ,-, �/ 6)Provide adequate drainage to prevent water ponding. 9 7)All plates are 2x4 MT20 unless otherwise indicated. 89200P E 1� 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. :"' 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0 (r will fit between the bottom chord and any other members. OREGON 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,11,17,18,16, p470.71f r14, 2-°�0- 15,14,13 except(jt=lb)19=108. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. &R RIO- EXPIRES: I `"EXPIRES: 12-31-2019 May 2,2019 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,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 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 16 Willow Brook K6059576 B1901744 E02 Common 3 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:47 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLn Rr-WG7bnJyfMG7Gp7JsVZH7w1BR8mN464mNJE4JKfzKnMk 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 1-0-0 Scale:3/8"=1' 5x6 = 3 6.00 112 10 11 2x4 -0 9 2x4 2 8 � + 12 1 5 1 . 6 m Ia 7 3x8 = 3x8 = 3x8 = 8-8-12 17-5-8 8-8-12 8-8-12 Plate Offsets(X,Y)— [1:0-4-11,0-1$],[5:0-4-11,0-1-8] 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 0.17 Vert(LL) -0.07 1-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.22 1-7 >933 180 TCDL 7.0 Rep Stress!nor YES WB 0.20 Horz(CT) 0.03 5 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-RH Weight:88 lb FT=10% BCDL 10.0 9 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) 1=718/Mechanical,5=802/0-5-8 Max Horz 1=-101(LC 17) Max Uplift 1=-157(LC 12),5=-194(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1200/382,2-3=-874/260,3-4=-872/258,4-5=-1166/352 BOT CHORD 1-7=-284/1034,5-7=-215/990 WEBS 3-7=-68/463,4-7=-348/231,2-7=405/246 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;Enclosed; MWFRS(envelope)gable end zone and C-C Exterior(2)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 15-5-8,Exterior(2)15-5-8 to 18-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof Iced of 25.0 psf on overhangs K(<.," 6) P R OF�ss non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ,C0` <- G I N Ec /a will fit between the bottom chord and any other members. T .L 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. 89200 P E 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 1=157,5=194. y 47 OREGON ,<41 76 4r14, 2.° Q�' MFR R I O- 6 EXPIRES: 12-31-2019 May 2,2019 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED INTER REFERENCE PAGE MII-7473 rev.10/03/1015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ml Tek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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 16 Willow Brook K6059577 B1901744 F01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:48 2019 Page 1 I D:kNO PPholg?_3d82vV c96RuzLn Rr-_S hz?fzH 7ZF7RHu23GpMSwkdtApi raEXYugss5zKn Mj -1-0-0 2-8-7 8-9-1 11-5-8 12-5-8 1-0-0 I 2-8-7 6-0-10 I 2-8-7 l 1-0-0 Scale=1:22.3 5x6 = 5x6 = 2x4 II 5 3 6.00 12 IX 4 I. Aiii 111 11 . 12 0 0 6 2 — _ _ 7 1,9. .,e,.,.,._v.. ..ve,,t ..•.toy.,.,.,e,.,.pe.t...,.epptxt: .te,.te,.e.,ep.,..xt:t.e.,..,ee..,.,.,.,.e.,.p,.txat.t..:_•pe—.44r_._•_•....tm t....trtptx.txt: 10 9 6 3x4 = 2x4 II 2x4 II 2x4 II 3x4 11-5-8 11-5-8 Plate Offsets(X,Y)-- [3:0-3-0,0-0-8],[5:0-3-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 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 Ina YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 * Code IBC2015/TPI2014 Matrix-RH Weight:51 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-5:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):3-5. BOT CHORD 2x4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Std G REACTIONS. All bearings 11-5-8. (lb)- Max Horz 2=42(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,6,10,9,8 Max Gray All reactions 250 lb or less at joint(s)except 2.367(LC 31),6=367(LC 31),10=261(LC 31),9=353(LC 30),8=261(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 4-9=-337/196 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 Corner(3)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 n 4)Unbalanced snow loads have been considered for this design. \\c V P R OFF cs 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 <, Cts non-concurrent with other live loads. (.,Ns, �tyG►NEF9 /O 6)Provide adequate drainage to prevent water ponding. Z r ?i 7)Gable requires continuous bottom chord bearing. ,.C/ 89200 P E -? 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 , /!� 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)2,6,10,9,8. OREGO /j _ 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. tp% �/ N Ix 4 O -4fr N 14, p, SFR R 11_\-6 EXPIRES: 12-31-2019 May 2,2019 1 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 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/TM 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 16 Willow Brook K6059578 B1901744 F02 Common 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:49 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRrSfFLC?wutO_3RTEd_Kb?8Gmja7taOvgnYZPPxzKnMi -1-0-0 5-8-12 11-5-8 12-5-8 1-0-0 5-8-12 5-8-12 1-0-0 Scale=1:22.7 5x6 = 3 6.00 12 10 9 8 11 12 7 2 4 — 1 5 d 3x4 2x4 I I 3x4= 5-8-12 11-5-8 5-8-12 I 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 0.23 Vert(LL) -0.02 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.18 Vert(CT) -0.05 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.01 4 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 Matrix-RH Weight:52 lb FT=10% 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. WEBS 2x4 DF Std G REACTIONS. (lb/size) 2=542/0-3-8,4=542/0-3-8 Max Horz 2=65(LC 12) Max Uplift 2=-137(LC 12),4=-137(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-602/194,3-4=-602/194 BOT CHORD 2-6=-45/451,4-6=45/451 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 2-8-12,Exterior(2)2-8-12 to 8-8-12, Interior(1)8-8-12 to 9-5-8,Exterior(2)9-5-8 to 12-5-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1.10 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 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. 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' O P R OFF will fit between the bottom chord and any other members. s 7)A plate rating reduction of 20%has been applied for the green lumber members. Cy ‘AGI NE, (-/0 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) T /� 2=137,4=137. 4Gt 9 $ 200PE stOPP 47- OREGON lvC� <O q y 14, 2° P4 EXPIRES: 12-31-2019 May 2,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bradng 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/T211 Qualify 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 16 Willow Brook K6059579 B1901744 Y01 GABLE 1 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:51 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-P1 NSdh?AQUeilkddkPM34ZM7ANgo2wczEs2 WTQzKnMg 1-0-0 6-11-9 13-0-7 20-0-0 21-0-0 1-0-0 1 6-11-9 6-0-14 1 6-11-9 11-0-0 Scale=1:36.4 5x6 = 10 5x6 = 7 9 6 OM ert 6.00 ,2 S 0 '� „ 25 28 4 :12 13 v 14 2 li J 3 1510 0 CJ Q L. 3x4 = 24 23 22 21 20 19 18 17 16 3x4 = 20-0-0 20-0-0 Plate Offsets(X,Y)— [6:0-3-0,0-0-8],[9:0-3-0,0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 14 n/r 90 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.03 Vert(CT) 0.00 14 n/r 120 TCDL 7.0 Rep Stress Ina' YES WB 0.09 Horz(CT) 0.00 14 n/a n/a BOX 10.0 Code IBC2015fTP12014 Matrix-RH Weight:107 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF No.2`Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 6-9:2x4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):6-9. 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 20-0-0. (Ib)- Max Horz 2=-87(LC 13) Max Uplift All uplift 100 lb or less at joint(s)2,14,19,20,21,22,23,24,18,17,16 Max Gray All reactions 250 lb or less at joint(s)19,21 except 2=269(LC 31),14=269(LC 31),20=380(LC 30), 22=254(LC 31),23=272(LC 31),24=254(LC 31),18=254(LC 31),17=272(LC 31),16=254(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 8-20=-340/150 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)-1-0-0 to 2-0-0,Exterior(2)2-0-0 to 5-0-0,Corner(3)5-0-0 to 15-0-0, Exterior(2)15-0-0 to 18-0-0,Corner(3)18-0-0 to 21-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1, 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1.10 �EQ PR OFF 4)Unbalanced snow loads have been considered for this design. \�(( NGI, (57 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 Gj non-concurrent with other live loads. �G' 'fj9 6)Provide adequate drainage to prevent water ponding. 7)All plates are 2x4 MT20 unless otherwise indicated. 89200 P E 1- 8)Gable requires continuous bottom chord bearing. idillp / r 9)Gable studs spaced at 2-0-0 oc. /.,p 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)•This truss has been designed fora 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 will fit between the bottom chord and any other members. OREGON 12)A plate rating reduction of 20%has been applied for the green lumber members. `-'76"7-9}- Q\� 1��� 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,14,19,20,21, j 4 2. �T 22,23,24,18,17,16. c 14)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �`R RIO- EXPIRES: I O- EXPIRES: 12-31-2019 May 2,2019 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII.7473 ren.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 '.. Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook 1(6059580 B1901744 Y02 Common 2 1 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:52 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-tExUgl OoBomZwuCpl6tldmu EUn6OnLp6TWo4?szKnMf -1-0-0 5-0-0 10-0-0 15-0-0 20-0-0 21-0-0 1-0-0 5-0-0 5-0-0 5-0-0 5-0-0 1-0-0 Scale=1:36.3 4x4 = 6.00 12 4 12 13 5x6 -- 11 14 5x6 3 5 .-VA illt 10 15 2 6 1 LI MI ' Id 9 8 O 3x6 = 3x4 = 3x4 = 3x6 6-8-0l 13-4-0 20-0-0 I6-8-0 6-8-0 6-8-0 Plate Offsets(X,Y)— [3:0-2-12,0-3-0],[5:0-2-12,0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.04 8-9 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.12 8-9 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.22 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 • Code IBC2015/TP12014 Matrix-RH Weight:97 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-5 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=899/0-5-8,6=899/0-5-8 Max Horz 2=108(LC 12) Max Uplift 2=-215(LC 12),6=-215(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 23=-1369/363,3-4=-1200/354,4-5=-1200/354,5-6=-1369/363 BOT CHORD 2-9=-302/1160,8-9=-87/751,6-8=-226/1160 WEBS 4-8=-137/490,5-8=-347/241,4-9=-137/490,3-9=-347/241 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)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-0-0,Exterior(2)7-0-0 to 13-0-0, Interior(1)13-0-0 to 18-0-0,Exterior(2)18-0-0 to 21-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)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 �C n c D PR Opts, 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. �Ca ANG 1 N E€R i, 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 /Ij will fit between the bottom chord and any other members. �Cf -v 7)A plate rating reduction of 20%has been applied for the green lumber members. �' 89200PE 1"" 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 2=215,6=215. - 47 OREGON ,.(r. 1 70 qy 14, 2P i4 M -RR11..\- 0 EXPIRES: 12-31-2019 May 2,2019 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 11111I^ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing MiUek" 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,DSB-89 and BCSI Building Component 250 Klug Chide Safety lnformadon available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 ',. 4, Job Truss Truss Type Qty Ply PLH-Lot 16 Willow Brook K6059581 B1901744 Y03 Common Girder 1 2 Job Reference(optional) ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:53 2019 Page 1 ID:kNOPPholg?_3d82vVc96RuzLnRr-LQVs2N1Qx6uQY2n?sgOX9_RLhBMfWgKGiAXdYJzKnMe 5-0-0 10-0-0 15-0-0 20-0-0 5-0-0 l 5-0-0 5-0-0 I 5-0-0 Scale=1:36.3 5x6 3 6.00 12 9 10 4x6 i 4x6 J • 2• 0 14 1 5 Ca- a— e ���: Id 11 12 13 147 15 16 6 17 18 5x12 i MUS26 5x12 3x8 II 8x12 = 3x8 H LUS26 5-0-0l 10-0-0 l 15-0-0 l 20-0-0 5-0-0 5-0-0 5-0-0 5-0-0 Plate Offsets(X,Y)— [1:Edge,0-1-13],[2:0-2-8,0-2-0],[4:0-2-8,0-2-0],[5:Edge,0-1-13],[6:0-4-12,0-1-8],[7:0-6-0,0-4-12],[8:04-12,0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.15 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.64 Vert(CT) -0.33 7-8 >700 180 TCDL 7.0 Rep Stress Incr NO WB 0.71 Horz(CT) 0.10 5 n/a n/a BCLL 0.0 • Code 1BC2015/TP12014 Matrix-RH Weight:206 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins. BOT CHORD 2x6 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Std G`Except' 3-7:2x4 DF No.1&Btr G WEDGE Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) 1=6963/0-5-8,5=6784/0-5-8 Max Horz 1=-99(LC 11) Max Uplift 1=-1584(LC 10),5=-1483(LC 11) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-11130/2519,2-3=-7638/1747,3-4=-7638/1747,4-5=-11198/2487 BOT CHORD 1.8=-2245/9712,7-8=-2245/9712,6-7=-2117/9772,5-6=-2117/9772 WEBS 3-7=-1438/6483,4-7=-3453/863,4-6=-623/3222,2-7=-3386/896,2-8=552/3159 NOTES- 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to R�Q PR OFR- ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. .`� Ss 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;Enclosed; �Co . GI NE L, /Q MWFRS(envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate /ji grip DOL=1.60 �/ -9 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);CategoryII;Exp B;Fully Exp.;Ct=1.10 89200P E f 5)Unbalanced snow loads have been considered for this design. y 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - - 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. -p A- ki OREGON 1 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) L.- 7 �\V TA. 1=1584,5=1483. Q y}` 2 14 r P 10)Use Simpson Strong-Tie MUS26(6-10d Girder,6-10d Truss)or equivalent at 16-114from the left end to connect truss(es)to back face of bottom chord. MFPRO- 11)Use Simpson Strong-Tie LUS26(4-10d Girder,4-10d Truss)or equivalent at 18-114 from the left end to connect truss(es)to back face of bottom chord. EXPIRES: 12-31-2019 12)Fill all nail holes where hanger is in contact with lumber. -, May 2,2019 1 Continued on Daae 2 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek5t connectors.This design is based only upon parameters shown,and is for an individual building component,not la 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/7P/1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle II, 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 16 Willow Brook K6059581 81901744 Y03 Common Girder 1 Job Reference(optional) • ProBuild West, Beaverton,OR-97005, 8.240 s Dec 6 2018 MiTek Industries,Inc. Wed May 1 18:52:53 2019 Page 2 ID:kNOPPholg?_3d82vVc96RuzLnRr-LQVs2N1Ox6uQY2n?sgOX9_RLhBM(WgKGiAXdYJzKnMe NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1222 lb down and 286 lb up at 0-11-4,1219 lb down and 289 lb up at 2-11-4,1219 lb down and 289 lb up at 4-11-4,1219 lb down and 289 lb up at 6-11-4,1219 lb down and 289 lb up at 8-11-4,1219 lb down and 289 lb up at 10-11-4,and 1219 lb down and 289 lb up at 12-11-4,and 1219 lb down and 289 lb up at 14-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-5=-64,1-5=-20 Concentrated Loads(Ib) Vert:6=-1219 8=-1219 11=-1222 12=-1219 13=-1219 14=-1219 15=-1219 16=-1219 17=-1384(B)18=-966(B) 4 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. --' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety lnfonnation available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 1 Symbols NumberingSystem y stem A General Safety Notes PLATE LOCATION AND ORIENTATION Jj" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property ° offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Mr= Dimensions are in ft-in-sixteenths. 1140,„ 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. 1 2. Truss bracing must be designed by an engineer.For o-/1fi wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I bracing should be considered. O ec■_� U O3. stackNevkrmater exceedalstheondesigninadequatelyloading sbracedhown andtrusses.never II OOd°°M r114 a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7-8 c6-7 cs-s I— designer,erection supervisor,property owner and BOTTOM CHORDS all other interested parties. plates 0- 'hs'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 ANSIITPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �i�' Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior I� (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. =0 reaction section indicates joint bearings number where occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing 1� 9 onl Y NIA, 18 Use of green or treated lumber may pose unacceptable II.-=!1 health or performance risks.Consult with Industry Standards: project engineer before use. 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. DSB-89: Design Standard for Bracing. A, BCSI: Building Component Safety Information, Fish ite I( 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI(TPI 1 Quality Criteria. ' Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015