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Plans (88) 11111 Mil \-:)er* `wk.,° Cc MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1704316 PLH- Stacatto D& E 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: K4111174 thru K4111227 My license renewal date for the state of Oregon is December 31,2019. PROpe �� NG1NE`cR i�29 89200PE r 4,OREGON lv� /O ilk 14, 2° k- AFR R 10- 6 011P—P70111-'1:21 January 9,2018 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. MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: B1704316 PLH- Stacatto D&E 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: K4111174 thru K4111227 My license renewal date for the state of Washington is May 16,2019. ,KRILL • o 51398oh ���;' January 9,2018 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111174 B1704316 A01 ROOF SPECIAL GIRDER 1 2 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:15 2018 Page 1 I D:070NKvzBVWcIwgbeZNycvhzxR1 p-I VQFe3Ksgidd2PJ EBEgeo89h3SQ W2cShhLXxoAzx6O2 Q0 1-0 7-1-13 7� �5 9- 17-0-13 7-9-15 I 30-7,15 g 7-11-12 30-+84 Scale=1:71.3 4.00 12 5x12% 5x10 = 5x8 = 4x6 = 5x16= 2x4 II 3 7 18 19 0 21 4 22 23 _24 6._6 .7 _8 _9 7.., 1 2 3 8 9 o ry o 1 2 N o liillml 4x12 =34 35 36 16 37 38 39 40 15 41 42 14 43 13 44 45 46 47 1248 49 50 51 11 10 LUS24 LUS24 LUS24 4x12 = LUS24 LUS24 2x4 H 7x14 MT18H WB =LUS24 LUS24 LUS24 LUS24 4x6 = LUS24 LUS24 7x14 MT18H= LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 4x4= LUS24 LUS24 I 7-1-13 I 14-11-12 I 22-9-11 I 30-7-10 38-7-6 38- 14 7-1-13 7-9-15 7-9-15 7-9-15 7-11-12 04-8 Plate Offsets(X,Y)-- [2:0-6-0,0-1-11],[4:0-3-11,0-2-8],[7:0-3-9,0-2-8].[11:0-3-9,0-5-4].[16:0-3-9.0-2-0] LTCLL OADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.83 13-15 >552 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -1.83 13-15 >250 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.30 11 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:438 lb FT=10% LUMBER- BRACING- TOP CHORD 2x6 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins,except 1-3:2x4 DF 2400F 2.0E 2-0-0 oc purlins(4-5-9 max.):3-9. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 9-3-9 oc bracin• WEBS 2x4 DF Std G*Except* WEBS 1 Row at midpt 4-16,7-11 KO PR OFF cS 4-13,6-12,7-11:2x4 DF 2400F 2.0E s OTHERS 2x4 DF No.1&Btr G c;. �.NGINEFR /0 REACTIONS. (lb/size) 2=3758/0-5-8,11=4718/Mechanical on '� Max Horz 2=123(LC 39) p7200PE f Max Uplift2=-1126(LC 6),11=-1483(LC 10) Max Gray 2=4073(LC 26),11=4730(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q jr TOP CHORD 2-3=-11684/3411,3-17=-10871/3259,17-18=-10871/3259,18-19=-10871/3259, -31/ OREGON 19-20=-10871/3259,20-21=-10871/3259,4-21=-10871/3259,4-22=-18307/5951, 7 ,9 O��` �� 22-23=-18307/5951,5-23=-18307/5951,5-24=-18307/5951,24-25=-18307/5951, Q y 14 2 A� 6-25=-18307/5951,6-26=-13238/4207,26-27=-13238/4207,27-28=-13238/4207, r 28-29=-13238/4207,7-29=-13238/4207 �`r R R I�. BOT CHORD 2-34=-3292/11031,34-35=-3292/11031,35-36=-3292/11031,16-36=-3292/11031, 16-37=-5693/17613,37-38=-5693/17613,38-39=-5693/17613,39-40=-5693/17613, EXPIRES: 12-31-2019 15-40=-5693/17613,15-41=-5693/17613,41-42=-5693/17613,14-42=-5693/17613, 14-43=-5693/17613,13-43=-5693/17613,13-44=-5951/18307,44-45=-5951/18307, 45-46=-5951/18307,46-47=-5951/18307,12-47=-5951/18307,12-48=-4207/13238, 48-49=-4207/13238,49-50=-4207/13238,50-51=-4207/13238,11-51=-4207/13238 WEBS 3-16=-509/2423,4-16=-7300/2604,4-15=0/748,4-13=-327/845,6-13=0/687, 6-12=-5271/1813,7-12=-221/1810,7-11=-13764/4374,8-11=-802/368LL e NOTES- 1�VORILL WAS ‘1-:,),1)2-ply truss to be connected together with 10d(0.120'x3")nails as follows: ��i> G,> QTS Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. ..iri9/"3" O Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. �' ;� Webs connected as follows:2x4-1 row at 0-9-0 oc,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 --or connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. A 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS �drC ��ISTER�Y � (envelope)gable end zone;cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip DOL=1.60 C 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 Ss�ONALc, 5)Unbalanced snow loads have been considered for this design. Continued on page 2 January 9,2018 MIMI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,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-Stacatto D&E K4111174 B1704316 A01 ROOF SPECIAL GIRDER 1 2 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:15 2018 Page 2 ID:070NKvzBVWcIwgbeZNycvhzxRl p-IVQFe3Ksgidd2PJEBEgeo89h3SQW2cShhLXxoAzx602 NOTES- 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Refer to girder(s)for truss to truss connections. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1126 lb uplift at joint 2 and 1483 lb uplift at joint 11. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 37-2-8 to connect truss(es)to front face of bottom chord. 17)Fill all nail holes where hanger is in contact with lumber. 18)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)323 lb down and 276 lb up at 7-11-12,323 lb down and 201 lb up at 10-0-12,316 lb down and 206 lb up at 12-0-12,288 lb down and 206 lb up at 14-0-12,257 lb down and 206 lb up at 16-0-12,252 lb down and 207 lb up at 18-0-12,252 lb down and 207 lb up at 19-7-10,252 lb down and 207 lb up at 21-2-8,257 lb down and 206 lb up at 23-2-8,288 lb down and 206 lb up at 25-2-8,236 lb down and 175 lb up at 27-2-8,425 lb down and 237 lb up at 29-2-8,425 lb down and 237 lb up at 31-2-8,425 lb down and 237 lb up at 33-2-8,and 425 lb down and 237 lb up at 35-2-8,and 425 lb down and 237 lb up at 37-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-9=-64,2-10=-20 Concentrated Loads(Ib) Vert:14=-57(F)17=-265 18=-258 19=-247 21=-220 22=-188 23=-183 24=-183 25=-183 26=-188 27=-220 28=-167 29=-355 30=-355 31=-355 32=-355 33=-355 34=-57(F)35=-57(F)36=-57(F)37=-57(F)38=-57(F)39=-57(F)40=-57(F)41=-57(F)42=-57(F)43=-57(F)44=-57(F)45=-57(F)46=-57(F)47=-57(F)48=-57(F) 49=-57(F)50=-57(F)51=-57(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8(11-7473 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 MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSITTPN 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-Stacatto D&E K4111175 B1704316 A02 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:17 2018 Page 1 I D:070NKvzBV WclwgbeZNycvhzxRl p-EuX?31M6CJtLHjTdifs6IZFOCF7EW WU_8e01 t3zx600 -Q-O-q 5-6-10 9-2-0 9-�0-15 16-1-5 I 23-1-15 I 29-4-5 39-114 33-8-10 { 38-8-14 1-0-0 5-6-10 3-7-6 0-8-1 6-2-6 7-0-9 6-2-6 0-8-15 3-7-6 5-0-0 Scale=1:70.6 4x6 = 4.00 12 5x16 4x8= 5x16 4x6 = 4 7 ,r, 18 ,_ 19 - 5 ,_. 22 23 24 7 , 26 _ 27 _ 8 234 - - - - - - �.� 2 9 Y 5x16 % 15 16 V 2 _ � �► � 10 11 � .. �: Ii O 2 O 14 13 12 11 5x16 4x8= 7x14 MT18H= 4x12 = 9-2-0i 19-7-10 i 30-1-4 i 38-8-14 9-2-0 10-5-10 10-5-10 8-7-10 Plate Offsets(X.Y)-- [2:0-5-12,0-2-13].[4:0-7-11.0-2-8],[8:0-7-8,0-2-8],[10:Edge.0-2-4].[12:0-5-8,0-4-12],[14:0-1-12.0-2-0] • LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.78 13 >593 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -1.39 13-14 >332 180 MT18H 220/195 TCDL 7.0 Rep Stress lncr YES WB 0.84 Horz(TL) 0.27 10 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:206 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 2-1-4 oc purlins,except 4-6:2x6 DF No.2,6-8:2x6 DF 2400F 2.0E 2-0-0 oc purlins(2-3-2 max.):4-8. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracin. WEBS 2x4 DF Std G WEBS 1 Row at midpt 5-14,7-11 ���EO PR OFestS REACTIONS. (lb/size) 10=2249/Mechanical,2=2319/0-5-8 �5 t, 'I' /Q Max Horz 2=71(LC 52) �� 2-9 Max Upliftl0=-701(LC 9),2=-764(LC 8) 89200PE r Max Gray 10=2578(LC 31),2=2730(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-7069/2106,15-16=-6973/2113,3-16=-6947/2119,3-4=-6727/2034, 4-17=-6332/1961,17-18=-6332/1961,18-19=-6332/1961,19-20=-6332/1961, fl CC 20-21=-6332/1961,5-21=-6332/1961,5-6=-8840/2805,6-22=-8840/2805, 9L if OREGON�1 �� 22-23=-8840/2805,23-24=-8840/2805,7-24=-8840/2805,7-25=-6122/1930, 25-26=-6122/1930,26-27=-6122/1930,8-27=-6122/1930,8-9=-6506/2002, /Q r y 4, 2� t�� 9-10=-6670/2043 4,1 �` BOT CHORD 2-14=-1950/6605,13-14=-2734/8725,12-13=-2751/8711,11-12=-2751/8711, RFI-0- 10-11=-1866/6180 WEBS 3-14=-451/306,4-14=-312/1314,5-14=-2772/1028,5-13=0/324,7-13=0/344, EXPIRES: 12-31-2019 7-11=-2999/1137,8-11=-318/1306,9-11=-375/437 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 3-9-9,Exterior(2)3-9-9 to 9-3-12,Interior(1) L 6 14-10-0 to 24-5-4,Exterior(2)29-11-8 to 38-8-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .S° WAS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 opOC1�3)Unbalanced snow loads have been considered for this design. � ' �+4 This truss has been desi ned for of min roof live load of 20.0 or 2.00 times flat roof load of 25.0 on overhan s ,1 = " ' O 9 greaterpsfpsf9 /4„+v G non-concurrent with other live loads. • `�t.. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 14' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .-q51398 kJ' 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q� �. GISTBg fit between the bottom chord and any other members. L� 9)A plate rating reduction of 20%has been applied for the green lumber members. s"IONALEC) 10)Refer to girder(s)for truss to truss connections. Continued on page 2 January 9,2018 I ®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 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 braang MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Rug 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-Stacatto D&E K4111175 B1704316 A02 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:17 2018 Page 2 ID:070NKvzBVWclwgbeZNycvhzxRlp-EuX?31M6CJtLHjTdifs6tZFOCF7EVW U_8e01t3zx600 NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 701 lb uplift at joint 10 and 764 lb uplift at joint 2. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)224 lb down and 240 lb up at 9-11-12,113 lb down and 118 lb up at 12-0-12,209 lb down and 169 lb up at 14-0-12,216 lb down and 175 lb up at 16-0-12,180 lb down and 175 lb up at 18-0-12,152 lb down and 175 lb up at 19-7-10,180 lb down and 175 lb up at 21-2-8,216 lb down and 175 lb up at 23-2-8,and 209 lb down and 169 lb up at 25-2-8,and 297 lb down and 194 lb up at 27-2-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,8-10=-64,2-10=-20 Concentrated Loads(Ib) Vert:5=-147 7=-147 17=-126 18=-48 19=-140 22=-111 23=-83 24=-111 26=-140 27=-207 ®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 ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111176 B1704316 AO2A CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:18 2018 Page 1 ID:070NKvzBV WclwgbeZNycvhzxR1 p-j450H4Nkzd?Cvt2psMOLQnnA5fTXF_88NImbPVzx60? 41-0-9 5-6-10 I 9-2-0 9-!0-15 16-1-5 I 23-1-15 I 29-4-5 39-1-4 33-8-10 I 38-10-8 I 1-0-0 5-6-10 3-7-6 0-8-15 6-2-6 7-0-9 6-2-6 0-8-15 3-7-6 5-1-14 Scale=1:70.8 4x6= 4.00 12 5x16 4x8= 5x16 4x6 = 2x4 7 18 19 5 ,-• 22 23 7 25 �, 26 2. \\ 2x4 0 3 I� n tt7 .� 9 5x16 15 16 0, c'l 'N I2 10 a' � "' ill `L' ' 0 14 13 12 11 5x16 4x8= 7x14 MT18H= 4x12 = I 9-2-0 19-7-10 30-1-4 I 38-10-8 I 9-2-0 10-5-10 10-5-10 8-9-4 Plate Offsets(X,Y)-- [2:0-5-12,0-2-13].[4:0-7-11,0-2-8],[8:0-7-8.0-2-8],[10:Edge.0-2-12],[12:0-4-12.0-4-8].[14:0-1-11,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.81 13 >572 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.55 VertTL -1.43 13-14 >323 180 MT18H 220/195 BCLTCDL L 0.0 *7.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.27 10 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:207 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins,except 4-6,6-8:2x6 DF No.2 2-0-0 oc purlins(2-2-0 max.):4-8. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-1-15 oc braci WEBS 2x4 DF Std G WEBS 1 Row at midpt 5-14,7-11 << ,,.1,‘G P R°Fp,s REACTIONS. (lb/size) 10=2195/Mechanical,2=2325/0-5-8 „� ENGINEER /0 OD Horz 2=71(LC 56) 17 Max Uplift10=-708(LC 9),2=-798(LC 8) 89200PE <' Max Gray 10=2522(LC 31),2=2712(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-7014/2183,15-16=-6918/2189,3-16=-6892/2195,3-4=-6671/2116, 4-17=-6280/2039,17-18=-6280/2039,18-19=-6280/2039,19-20=-6280/2039, Q �� 20-21=-6280/2039,5-21=-6280/2039,5-6=-8780/2994,6-22=-8780/2994, 32, ,#OREGON\IX 4 22-23=-8780/2994,7-23=-8780/2994,7-24=-6012/1946,24-25=-6012/1946, 25-26=-6012/1946,26-27=-6012/1946,8-27=-6012/1946,8-9=-6394/2021, /Q '9 y 4 2� Q� 9-10=-6645/2086 r BOT CHORD 2-14=-2022/6554,13-14=-2862/8610,12-13=-2824/8504,11-12=-2824/8504, MFR R 1 LA-e' 10-11=-1912/6176 WEBS 3-14=-454/304,5-14=-2785/1094,4-14=-331/1290,5-13=-9/314,8-11=-356/1314, EXPIRES: 12-31-2019 7-13=-67/442,7-11=-2905/1164,9-11=-410/366 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 2-10-10,Interior(1)2-10-10 to 3-9-13,Exterior(2)3-9-13 to 9-3-12,Interior(1) 14-9-12 to 24-5-8,Exterior(2)29-11-8 to 38-9-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C forRR[LL e members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 WASp�� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 . O ' >' 3)Unbalanced snow loads have been considered for this design. Ale (}�� 1r/V .'"P4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs . �,+ -.' , '; non-concurrent with other live loads. r -;r 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. '%t r 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ed51398,0 cy� 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Or{,16 �4G/STE'��Y fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. S°ZONAL' G 10)Refer to girder(s)for truss to truss connections. Continued on page 2 January 9,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mil- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-09 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-Stacatto D&E K4111176 B1704316 AO2A CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:19 2018 Page 2 ID:070NKvzBVWcIwgbeZNycvhzxRl p-BGfmUQNMkw72X0d?Q4vaz_KLr3om_ROHcyV8xxzx60_ NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 708 lb uplift at joint 10 and 798 lb uplift at joint 2. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)224 lb down and 240 lb up at 9-11-12,113 lb down and 118 lb up at 12-0-12,209 lb down and 169 lb up at 14-0-12,216 lb down and 175 lb up at 16-0-12,180 lb down and 175 lb up at 18-0-12,180 lb down and 175 lb up at 21-2-8,216 lb down and 175 lb up at 23-2-8,209 lb down and 169 lb up at 25-2-8,and 113 lb down and 118 lb up at 27-2-8,and 112 lb down and 173 lb up at 29-3-8 on top chord,and 170 lb down and 148 lb up at 19-7-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-8=-64,8-10=-64,2-10=-20 Concentrated Loads(Ib) Vert:5=-147 13=-170 7=-147 17=-126 18=-48 19=-140 22=-111 23=-111 25=-140 26=-48 27=-13 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 'yA iiek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Oty Ply PLH-Stacatto D&E K4111177 B1704316 A03 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:21 2018 Page 1 I D:070NKvzBV WclwgbeZNycvhzxRl p-7fn Wv6PcGYNmmKmOXUx22PPj2tVaSNta3G_F?gzx6Ny 11-10-15 30-1-4 -1-0-01 5-6-10 I 9-2-0 I 11-9-7 II 16-1-5 I 23-1-15 27-4-5 27-5113 33-8-10 38-8-14 0-0 5-6-10 3-7-6 2-7-7 0--8 4-2-6 7-0-9 4-2-6 0--8 2-7-7 3-7-6 5-0-4 Scale=1:70.9 2x4 11 2x4 4.00 12 5x10 2x4 4x6 2x4 11 5 7 4x8= 4x6= 12 13 5x10 4 8 9 29 30 31 3210 33 'TC 14 _ 2x4 /� _ _ �,�= _ _ _ = N� (.2 3 28 ✓ -...I '' '' NI �., 35 215/ v 2 J �J 3616 A12627 ,� Ea =y ` �=, 14, o✓ o 20 19 18 17 11 4x12 = 4x8 = 4x8 = 7x14 MT18H= 4x12 = 9-2-0 19-7-10 30-1-4 38-8-14 11 9-2-0 10-5-10 i 10-5-10 8-7-10 i Plate Offsets(XY)-- [2:0-6-0.0-1-12].[17:0-2-8.0-2-0].[18:0-6-8,0-4-8],[20:0-1-15.0-2-0] TCLL LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.55 19 >849 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -1.15 17-19 >405 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.68 Horz(TL) 0.20 16 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-S) Weight:213 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 4-9,9-14:2x6 DF No.2 2-0-0 oc purlins(2-7-15 max.):4-14. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 S G REACTIONS. (Ib/s¢estd16=1775/Mechanical,2=1769/0-5-8 WEBS 1 Row at midpt 8-20,10-17 �S'SN- F`ss>Q Max Horz 2=94(LC 12) 1/4� 2,9 Max Uplift16=-544(LC 9),2=-550(LC 8) 89200PE f Max Gray 16=1980(LC 31),2=2026(LC 31) O FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-27=-5027/1404,3-27=-4983/1411,3-28=-4549/1305,4-28=-4517/1312,4-6=-4313/1318, 6-8=-4321/1321,8-9=-6646/1860,9-29=-6646/1860,29-30=-6646/1860, fl 30-31=-6646/1860,31-32=-6646/1860,32-33=-6646/1860,10-33=-6646/1860, '9G OREGON\� �lV 10-34=-4281/1449,11-34=-4281/1449,11-14=-4270/1442,14-35=-4461/1440, 15-35=4493/1432,15-36=-4769/1498,16-36=-4874/1490 /Q A�I r 4, ZO Q� BOT CHORD 2-20=-1339/4727,136 727 19-20=-1711/6503,18-19=-1822/6544,17-18=-1822/6544, MFR R i LL WEBS 3-20=-562/217,8-20=-2364/689,4-20=-202/1183,8-19=-57/441,14-17=-145/1054, 15-17=-340/211,10-19=-108/383,10-17=-2451/687 EXPIRES: 12-31-2019 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 2-10-13,Interior(1)2-10-13 to 6-4-12,Exterior(2)6-4-12 to 11-10-15,Interior(1) 17-1-14 to 22-1-6,Exterior(2)27-4-5 to 38-8-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 f1 0OERRILL ,, 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 ,Sv WAS.4 `1J, 3)Unbalanced snow loads have been considered for this design. I� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Aye , Cl non-concurrent with other live loads. = s � O ,. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. %°Jr 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A.f� 513981. c4k* fit between the bottom chord and any other members. O� ��GtSTE�� 9)A plate rating reduction of 20%has been applied for the green lumber members. v,c, CS 10)Refer to girder(s)for truss to truss connections. `'iONAL'2 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 544 lb uplift at joint 16 and 550 lb uplift at joint 2. Continued on page 2 January 9,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �x 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,135B-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-Stacatto D&E K4111177 B1704316 A03 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:21 2018 Page 2 ID:070NKvzBVWclwgbeZNycvhzxRl p-7fnWv6PcGYNmmKmOXUx22PPj2tVaSNta3G_F?gzx6Ny NOTES- 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)253 lb down and 313 lb up at 27-3-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,5-7=-114,6-34=-64,11-34=-114,12-13=-114,13-14=-64,14-16=-64,2-21=-20 Concentrated Loads(Ib) Vert:34=-145 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. hut 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-Stacatto D&E K4111178 B1704316 A04 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:23 2018 Page 1 I D:070NKvzBV WclwgbeZNycvhzxRl p-32vHKoQto9eU0ewmfvzW7gV2Xg8uwGXtXaTM4izx6Nw 11-0-9 4-4-4 1 6-6-0 1 13-1-13 13110.15 19-7-10 I 25-4-5 26-1-7 34-8-15 I 38-8-14 -0-0 4-4-4 2-1-12 6-7-13 0-9- 5-8-11 5-8-11 9- 8-7-7 3-11-15 Scale=1:69.3 5x16 % 4x8= 5x16 4.00 112 4 3 _ 24 _ 25�_.. 5 26_ 272:_ 29 r 6 3x4 /22 31 3x4 ;1.? 3 I 44 a o1 5x16 %'21 M. _ 11111111111111111ki........._ 8 w20 o t � a., - : Io 14 13 12 11 10 9 2x4 H 4x8 = 7x14 MT18H= 4x8= 2x4 H 5x16 1 6-6-0 1 13-1-13 1 19-7-10 1 26-1-7 1 38-8-14 1 6-6-0 6-7-13 6-5-13 6-5-13 12-7-7 Plate Offsets(X.Y)-- [2:0-5-0,0-3-0].14:0-7-14.0-2-8],[6:0-7-12,0-2-8],]8:Edge.0-2-3].[11:0-7-0,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) t/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.80 Vert(LL) -0.64 12-13 >723 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(TL) -1.07 12-13 >434 180 MT18H 220/195 TCDL 7.0 Rep Stress Incl YES WB 0.74 Horz(TL) 0.25 8 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix-S) Weight:212 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E`Except' TOP CHORD Structural wood sheathing directly applied,except 4-6:2x6 DF No.2 2-0-0 oc purlins(2-2-0 max.):4-6. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 3-13,5-13,5-10 p,E.O P R OFF cS WEDGE 2x4 SP No.3,Right:2x4 SP No.3 NC"�NEF9�Q2 REACTIONS. (Ib/size) 8=2298/Mechanical,2=2431/0-5-8 �� 89200PE 9r' Max Horz 2=102(LC 52) Max Uplift8=-666(LC 9),2=-740(LC 8) Max Grav8=2837(LC 31),2=3020(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-8135/2003,2-21=-8179/2048,3-21=-8127/2057,3-22=-6869/1870, OREGON <(/� 4-22=-6761/1886,4-23=-6405/1833,23-24=-6413/1834,24-25=-6416/1835, G� 47 /), �� 25-26=-6422/1836,5-26=-6423/1836,5-27=-6037/1732,27-28=-6036/1732, Q 14, `t Q�'- 7 3128-2=-6462/1760,7-32=-7120/1856, 29-30=-6027/1730,- 120 1856 -323 7277/484830,6-31=-6355/1776, MFR R I L� BOT CHORD 2-14=-1911/7710,13-14=-1911/7710,12-13=-1985/7411,11-12=-1985/7411, +� 10-11=-1985/7411,9-10=-1702/6819,8-9=-1702/6819 EXPIRES: 12-31-2019 WEBS 3-14=0/271,3-13=-1361/364,4-13=-241/1267,5-13=-1481/498,5-10=-1917/647, 6-10=-290/1404,7-10=-887/345 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 7-7-9,Exterior(2)7-7-9 to 13-1-13,Interior(1) ,0,RRII-L B 18-8-0 to 20-7-4,Exterior(2)26-1-7 to 38-8-14 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for e. WAS t f;), 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 ^yrT'h �P 3)Unbalanced snow loads have been considered for this design. .� :��,�/r p 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs - '� -'. non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. J'°�+r 6)All plates are MT20 plates unless otherwise indicated. A1644'. 51348 c� � 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,{ ��GI$i ERY 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. SSIONAL E�� 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. Continued on page 2 January 9,2018 1 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,notMil. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111178 B1704316 A04 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:23 2018 Page 2 ID:070NKvzBVWcIwgbeZNycvhzxRl p-32vHKoQto9eU0ewmfvzW7gV2Xg8uwGXtXaTM4izx6Nw NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 666 lb uplift at joint 8 and 740 lb uplift at joint 2. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'A"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)439 lb down and 289 lb up at 13-11-12,222 lb down and 170 lb up at 16-0-12,322 lb down and 216 lb up at 18-0-12,299 lb down and 212 lb up at 19-7-10,322 lb down and 216 lb up at 21-2-8,and 222 lb down and 170 lb up at 23-2-8,and 127 lb down and 158 lb up at 25-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,6-8=-64,2-15=-20 Concentrated Loads(Ib) Vert:5=-229 23=-340 24=-155 25=-252 28=-252 29=-155 30=-26 OM= A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74/3 rev.10/09/2015 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 M iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/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-Stacatto D&E K4111179 B1704316 A05 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:25 2018 Page 1 ID:070NKvzBVWcIwgbeZNycvhzxRlp-?Q011US7KmuCFx49mKO_CFaQjUmWO6LA_uyS8bzx6Nu 15-10-15 25-11-8 11-0-0i 6-6-0 i 13-3-12 1 15-9 -7 Ii 19-7-10 i 23-4-5 23-9-13 32-7-5 38-8-14 -0-0 6-6-0 6-9-12 2-5-11 0-1-8 3-8-11 3-8-11 0--8 2-5-11 6-7-13 6-1-9 Scale=1:69.6 2x4 I I 2x4 5x10 % 2x4 2x4 H 5x10 4.00 112 29 5 7 4x8= 1011 31 4 /41 = 8. .FIS 28 t 3x4 1, 30 12 rok�, 32 3x4 3 13 0 27 33 Y 26 , - � 34 � 012� 'U. - `� 14 Ir ga 20 19 18 17 16 15 4x12= 2x4 4x8 = 8x8 = 4x8 = 2x4 4x12 = I 6-6-0 13-3-12 I 19-7-10 25-11-8 32-7-5 38-8-14 I 6-6-0 6-9-12 6-3-14 6-3-14 6-7-13 6-1-9 Plate Offsets(X.Y)— [2:0-6-0.0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.44 18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.85 18-19 >548 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.20 14 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix-S) Weight:218 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 4-12:2x6 DF No.2 2-0-0 oc purlins(3-4-1 max.):4-12. BOT CHORD 2x6 DF No.2*Except* BOT CHORD Rigid ceiling directly applied. WEBS 2x4 D2-17: F 6 DF StdG2400F 2.0E WEBS 1 Row at midpt 3-19 c;••• .,,x'' � Fs• s/0 �� 2 REACTIONS. (Ib/size) 14=1703/Mechanical,2=1749/0-5-8 9 Max Horz 2=120(LC 12) ' 89200 P E Max Uplift14=-431(LC 9),2=-492(LC 8) Max Gray 14=2220(LC 31),2=2313(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-5943/1184,26-27=-5890/1186,3-27=-5851/1194,3-28=-4618/1040, O OREGON <(/� 4-28=-4487/1049,4-6=-4276/1077,6-8=-4281/1080,8-30=-4261/1074,9-30=-4261/1074, 1LC. 9-12=-4254/1072,12-32=-4390/1042,13-32=-4591/1033,13-33=-5417/1132, / 'Q). 2-ON �� 33-34=-5429/1126,14-34=-5522/1125 0 14, ti BOT CHORD 2-20=-1154/5588,19-20=-1154/5588,18-19=-1011/4644,17-18=-1011/4644, �`R R lo, V 16-17=-1011/4644,15-16=-1014/5155,14-15=-1014/5155 WEBS 3-20=0/275,3-19=-1371/327,4-19=-106/823,8-19=-925/253,8-16=-967/270, 12-16=-101/784,13-16=-938/278 EXPIRES: 12-31-2019 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 10-4-12,Exterior(2)10-4-12 to 28-10-8, Interior(1)28-10-8 to 34-10-1 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 RRIL,L, B 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �� v WAS i 3)Unbalanced snow loads have been considered for this design. p klt l� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs x..44► �,12,� C? f3 non-concurrent with other live loads. ,4 F O 5)Provide adequate drainage to prevent water ponding. �',:t..• 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 "' r fit between the bottom chord and any other members. A� 51398 w� 8)A plate rating reduction of 20%has been applied for the green lumber members. O �� - w 9)Refer to girder(s)for truss to truss connections. . GIST'ER 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 431 lb uplift at joint 14 and 492 lb uplift at �SSjaNALB �� joint 2. Continued on page 2 January 9,2018 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI- 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/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-Stacatto D&E K4111179 B1704316 A05 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:25 2018 Page 2 ID:O7ONKvzBVWcIwgbeZNycvhzxRl p-?Q011US7KmuCFx49mKO_CFaQjUmWO6LA_uyS8bzx6Nu NOTES- 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)162 lb down and 181 lb up at 23-3-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,5-7=-114,6-30=-64,9-30=-114,10-11=-114,11-12=-64,12-14=-64,2-21=-20 Concentrated Loads(Ib) Vert 30=-53 • 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/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111180 81704316 A06 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:27 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxR1 p-yp8nA9UNs08wUFEYu12SHgfiGHVas1 PSRCRZDUzx6Ns 1-0-0 5-8-4 17-11-3 19-3-31 11-4-8 1 17-4-14 17-?0115 21-4-5 21110-6 27-10-12 I 33-7-0 I 38-8-14 I 1-0-0 5-8-4 2-2-15 1-4-0 2-1-5 6-0-6 0-6-1 3-5-6 0-6-1 6-0-6 5-8-4 5-1-14 Scale=1:72.5 4.00 12 5x10 % 8x12 6 8 w 29, - 30 3x4% 27 �et 3x4 5 26 31 I 02x4'\ 4 2x4 i corn10\3 25 32 9 7 4 .. 33 co 2 24 BH% o 0 15 14 13 12 11 3x4 = 3x8=5x12 MT18H= 3x4 = 7x14 MT18H 5x16= 3x4= I 8-6-6 17-4-14 1 21-10-6 1 30-8-14 f 38-8-14 8-6-6 8-10-8 4-5-7 8-10-8 8-0-0 Plate Offsets(X.Y1-- [2:0-3-6,Edgel.[6:0-4-10,0-2-8117:0-4-8,0-2-12].00:0-0-12,Edgel 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 0.88 Vert(LL) -0.64 14-15 >728 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.69 Vert(TL) -1.23 14-15 >378 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.31 10 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix-S) Weight:182 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF 2400F 2.0E 2-0-0 oc purlins(2-2-0 max.):6-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. P R OTHERS 2x4 DF Std G WEBS 1 Row at midpt 5-14 �{�ED 4F�c�, eft:2x4 SP No.3,Right:2x4 DF Std-G tONDGE C"�NEF,p `r�02 REACTIONS. (lb/size) 2=2065/0-5-8,10=1962/Mechanical Q� Max Horz 2=130(LC 12) 89200PE -9r Max Uplift2=-568(LC 8),10=-507(LC 9) Max Gray 2=2786(LC 31),10=2670(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. OREGON lV� TOP CHORD 2-24=-7053/1367,3-24=-6951/1378,3-25=-6527/1259,4-25=-6463/1262,4-5=-6443/1272, -74.5-26=-5135/1133,26-27=-5118/1134,6-27=-5029/1149,6-28=-4759/1126, / q j. ZQ1 � 28-29=-4770/1128,29-30=-4779/1129,7-30=-4782/1130,7-31=-5126/1152, Q 14, 8-31=-5145/1137,8-32=-6251/1248,9-32=-6308/1235,9-33=-6597/1324, MFR R I I_\- v 10-33=-6703/1315 BOT CHORD 2-15=-1346/6594,14-15=-1137/5817,13-14=-900/4800,12-13=-900/4800, 11-12=-1101/5695,10-11=-1193/6259 EXPIRES: 12-31-2019 WEBS 3-15=-544/253,5-15=-29/526,5-14=-1238/362,6-14=-105/842,7-14=-297/258, 7-12=-111/702,8-12=-1038/350,8-11=-16/418,9-11=-387/228 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 11-10-11,Exterior(2)11-10-11 to 27-2-13, 0,RRILL 9 Interior(1)27-2-13 to 34-10-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& tiQ WAS�,` MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ' O� `V 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 g / l.9J?.. C1,3)Unbalanced snow loads have been considered for this design. • O 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �f '' ' non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. id's/ 6)All plates are MT20 plates unless otherwise indicated. �� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. °4 ,,IA ,t,• IST'Eg 2 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �' fit between the bottom chord and any other members. -SIDNAL V., 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. Continued on page 2 January 9,2018 I .... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Wei(' 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-Stacatto D&E K4111180 B1704316 A06 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:27 2018 Page 2 ID:070NKvzBVWclwgbeZNycvhzxRl p-yp8nA9UNsOBwUFEYuI2SHgfiGHVas1 PSRCRZDUzx6Ns NOTES- 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 568 lb uplift at joint 2 and 507 lb uplift at joint 10. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Yz'gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)444 lb down and 267 lb up at 17-11-12,and 311 lb down and 196 lb up at 19-7-10,and 205 lb down and 181 lb up at 21-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-64,6-7=-64,7-10=-64,18-21=-20 Concentrated Loads(Ib) Vert:28=-345 29=-241 30=-123 A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI7 Quality Criteria,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-Stacatto D&E K4111181 B1704316 A07 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:29 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRlp-uBGYbrVeN?OekZOw?A4wM510H57bKyylvV gHMzx6Nq 19-9-9 1 0 5-8-4 7-11-3 9-3-3 11-4-8 17-6-11 119:9.4-830.151 21-8-9 27-10-12 33-7-0 38-8-14 11-0-0 5-8-4 2-2-15 1-4-01 2-1-5 6-2-3 I 6-2-2 5-8-4 I 5-1-14 1-11-0 Scale=1:70.6 5x12% 6 7 9 8x12 31 � �� -../2.4*, � 3x4 3x4 5x12 MT18H WB 4.00 I12 5 10 4 2930 3511 ' R 2x4 �� t 5x8 q 3 .v 12 4 28 `�: 36 m gyjl�=+ -" �� :� L.; 13 IN o , 0 18 17 16 15 14 3x4 = 3x4 = 5x16 5x16 = 5x12 MT18H WB = 3x8= 3x4= I 8-6-6 I 17-6-11 1 21-8-9 1 30-8-14 I38-8-14 I 8-6-6 9-0-5 4-1-15 9-0-4 8-0-0 Plate Offsets(X,Y)-- [2:0-3-6.Edge],[8:0-5-12.0-3-8].[13:Edge,0-2-3].[15:0-1-8.0-1-8] 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 0.98 Vert(LL) -0.74 15-17 >626 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.91 Vert(TL) -1.27 14-15 >365 180 MT18H 220/195 TCDL 7.0 ert( ) BCLL 0.0 Rep Stress lncr YES WB 0.87 Horz(TL) 0.34 13 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix-S) Weight:190 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 11-13:2x4 DF 2400F 2.0E 2-0-0 oc purlins(2-7-5 max.):6-8. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. OTHERS 2x4 DF WEBS 2x4 DF Std&Btr G*Except*G WEBS 1 Row at midpt 5-17 :<(' � PR Ore NE N4-20:2x4 DF Std G ��\� ANG NEER /p2 WEDGE Left:2x4 SP No.3,Right:2x6 SP No.2 Q 89200PE 9�" REACTIONS. (lb/size) 13=1946/Mechanical,2=2026/0-5-8 Max Horz 2=139(LC 12) Max Uplift13=-557(LC 9),2=-613(LC 8) Max Gray 13=2762(LC 31),2=2836(LC 31) 4,OREGON t(/� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. / '9 j. 2.0\ �� TOP CHORD 2-27=-7372/2104,27-28=-7355/2105,3-28=-7279/2115,3-4=-6864/2020, 14, P 4-29=-6780/2021,29-30=-6763/2022,5-30=-6707/2028,5-31=-5526/1969, MFR R RA" 6-31=-5425/1984,6-32=-5148/2032,32-33=-5148/2032,8-33=-5154/2032, 8-34=-5519/1994,10-34=-5617/1980,10-35=-6574/1968,11-35=-6595/1961, 11-12=-6680/1959,12-36=-6939/2032,36-37=-7047/2023,13-37=-7067/2021 EXPIRES: 12-31-2019 BOT CHORD 2-18=-1921/6905,17-18=-1818/6156,16-17=-1722/5252,15-16=-1722/5252, 14-15=-1805/6087,13-14=-1860/6583 WEBS 3-18=-534/248,5-18=-21/494,5-17=-1195/340,6-17=-188/1073,8-17=-504/235, 8-15=-181/870,10-15=-963/311,10-14=-3/410,12-14=-354/219 NOTES- .F,RRILL, 9 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 �c�y v WASN,' tJ (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-10-13,Interior(1)2-10-13 to 13-10-0,Exterior(2)13-10-0 to 25-3-12, O �lG te Interior(1)25-3-12 to 34-10-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& f i MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.611 /' yiI %!% - 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 ♦. 'O 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs --j rj`3r non-concurrent with other live loads. 4 44?4k 5)Provide adequate drainage to prevent water ponding. �'0 4'- 51398..., j- - 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. SSIONAL Vt C) 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 January 9,2018 1 =r. 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?TPII Quality Criteria,DSB89 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-Stacatto D&E K4111181 B1704316 A07 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:30 2018 Page 2 ID:070NKvzBVWclwgbeZNycvhzxRl p-MOgwoBWGBJWVLjy7Ztb9vJHB0VTg3PCv8AgDpozx6Np NOTES- 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Refer to girder(s)for truss to truss connections. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 557 lb uplift at joint 13 and 613 lb uplift at joint 2. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and'''A"gypsum sheetrock be applied directly to the bottom chord. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)89 lb down and 93 lb up at 19-10-0 on top chord,and 329 lb down and 172 lb up at 19-7-10 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:1-6=-64,6-7=-64,6-8=-64,8-9=-64,8-13=-64,21-24=-20 Concentrated Loads(Ib) Vert:16=-329 33=-78 ®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 Nut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB89 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-Stacatto D&E 1(4111182 B1704316 A08 CALIFORNIA 1 1 Job Reference o.tional ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:32 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-ImxgDtXWgwmCb06Vhled_kNZGICcXHfBbU9Kuhzx6Nn (1-0-9 5-8-4 1 7-11-3 19-3-31 11-4-8 i 17-6-11 17-10-15 21-4-5 21j8r9 27-10-12 1 33-7-0 I 39-3-4 4Q-3-4 -0-0 5-8-4 2-2-15 1-4-0 2-1-5 6-2-3 0-4-4 3-5-6 0-4-4 6-2-2 5-8-4 5-8-4 1-0-0 Scale=1:71.3 4.00112 5x10 % 8x12 = 6 9 ,_, _ _30 3x4 % a 3x4 5 28 318 5x12 MT18H 2x4 4 9 2x4 3 27 � V, 32 10 d 26 cH 33 ill 2 11 1 � ' r-� I b�. � �12IV 17 16 15 14 13 o 3x4= 3x8 =5x12 MT18H= 3x4= 5x16 = 5x16= 3x6 = 1 8-0-6 I 17-6-11 1 21-8-9 1 30-8-14 I 39-3-4 I 8-6-6 9-0-5 4-1-14 9-0-4 8-6-6 Plate Offsets(X,Y)-- [2:0-3-6.Edge],[6:0-4-10,0-2-81 j7:0-6-1.Edge],[11:0-3-6.Edael LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 IC 0.87 Vert(LL) -0.72 14-16 >657 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -1.23 13-14 >384 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.32 11 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix-S) Weight:185 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 DF 2400F 2.0E 2-0-0 oc purlins(2-10-3 max.):6-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied. OTHERS WEDGE 2x4 DF Std G WEBS 1 Row at midpt 5-16 , Q� - P R OFFss `t` Left:2x4 SP No.3,Right:2x4 SP No.3 ���� ��G�NEF9 �Q2 REACTIONS. (lb/size) 11=2109/0-5-8,2=2122/0-5-8 89200PE '9r Max Horz 2=119(LC 56) Max Upliftl 1=-617(LC 9),2=-618(LC 8) Max Gray 11=2799(LC 31),2=2813(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O OREGON -4Ct. TOP CHORD 2-26=-7113/1509,3-26=-7010/1520,3-27=-6595/1403,4-27=-6593/1409,4-5=-6509/1419, 171- 5-28=-5221/1293,6-28=-5208/1309,6-29=-4840/1279,29-30=-4852/1280, / '9 j. rl°\ +� 7-30=-4856/1281,7-31=-5243/1324,8-31=-5262/1309,8-9=-6464/1411,9-32=-6491/1402, Q 4, P 10-32=-6552/1397,10-33=-6965/1518,11-33=-7068/1507 SFR R I Lk- .° BOT CHORD 2-17=-1457/6650,16-17=-1264/5897,15-16=-1034/4902,14-15=-1034/4902, 13-14=-1231/5862,11-13=-1362/6607 WEBS 3-17=-536/251,5-17=-26/499,5-16=-1242/357,6-16=-175/1035,7-16=-336/231, EXPIRES: 12-31-2019 7-14=-187/934,8-14=-1108/347,8-13=-26/495,10-13=-529/250 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-11-2,Interior(1)2-11-2 to 11-10-4,Exterior(2)11-10-4 to 27-3-4,Interior(1) 27-3-4 to 36-4-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for c� RRrj-L & reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 v WAS 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 S �� _ 1� 3)Unbalanced snow loads have been considered for this design. / y �� yq 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs -r /'� �rt:'0 0 Ai non-concurrent with other live loads. ` 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. Or 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,.� 51398 W� 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will c" ..GISTER� fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. sSIONALti�6 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 617 lb uplift at joint 11 and 618 lb uplift at joint 2. Continued on page 2 January 9,2018 ..... WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTeI 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-09 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-Stacatto D&E K4111182 B1704316 A08 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:32 2018 Page 2 ID:O7ONKvzBV WclwgbeZNycvhzxRl p-I mxgDtXWgwmCb06Vhl ed_kNZGICcXHfBbU9Kuhzx6Nn NOTES- 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)444 lb down and 267 lb up at 17-11-12,and 211 lb down and 181 lb up at 21-3-8 on top chord,and 329 lb down and 172 lb up at 19-7-10 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:1-6=-64,6-7=-64,7-12=-64,20-23=-20 Concentrated Loads(Ib) Vert:15=-329 29=-345 30=-130 ®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 111111 a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Rug 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-Stacatto D&E K4111183 91704316 A09 CALIFORNIA 1 1 Job Reference(optional) P oBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:34 2018 Page 1 ID:O7ONKvzBVWcIwgbeZNycvhzxRl p-F93ReZZmCXOwgKGuojg539Sxg6vm?JcU2oeRyazx6Nl 15-10-15 25-11-8 1-0-9 6-6-0 8-8-8 I 13-3-12 15-9-7 II -10 i 23-4-5 2031'8132 3-113 I 32-7-5 39-3-4 3-41 -0-0 6-6-0 2-2-8 4-7-4 2-5-11 D-1-8 19-73-8-11 3-8-11 0--t1 2-5-11 6-7-13 6-7-150-0 Scale=1:70.7 2x4 H 2x4 I I 5x10% 2x4 H 2x4 II 5x10 4.00 12 29 5 7 4x8= 1011 31 4 �N = 8 z N� 28 3x4 30 12 3x4 Y 3 V 5x16 26 27 - 33 34 5x16 a 01 2 ..�'� - 104---"1111111111111111111111111111111111b..13 1418 0. 0 21 20 19 18 17 16 2x4 I I 4x8= 7x14 MT18H= 4x8 = 2x4 I I I 6-6-0 1 8-8-8 1 13-3-12 1 19-7-10 I 25-11-B I 32-7-5 I 39-3-4 I 6-6-0 2-2-B 4-7-4 6-3-14 6-3-14 6-7-13 6-7-15 Plate Offsets(X.Y)-- [2:0-5-12.0-2-13].[13:0-0-0.0-0-0].[14:0-5-12.0-2-13].[18:0-7-0.0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.55 19 >863 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(TL) -0.99 19 >477 180 MT18H 220/195 TCDL 7.0 Rep Stress lncr YES WB 0.46 Horz(TL) 0.24 14 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix-S) Weight 221 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied,except 4-12:2x6 DF No.2 2-0-0 oc purlins(2-11-6 max.):4-12. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. WEBS 2x4 DF Std G WEBS 1 Row at midpt 3-20,8-20,8-17 1Q;E0 P R OFFS REACTIONS. (lb/size) 14=1956/0-5-8,2=1939/0-5-8 `C0� ��GIINEE9 (S/� Max Horz 2=-109(LC 53) ,.c.. 4) 2'57 Max Upliftl4=-580(LC 9),2=-587(LC 8) CC 89200PE r Max Gray 14=2531(LC 31),2=2510(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-26=-6565/1484,26-27=-6511/1485,3-27=-6489/1493,3-28=-5251/1344, 4-28=-5050/1353,4-6=-4878/1366,6-8=-4883/1369,8-30=-4953/1372,9-30=-4953/1372, Q 9-12=-4945/1369,12-32=-5122/1356,13-32=-5323/1346,13-33=-6552/1488, -9G ,L,OREGO NNt, �!V 33-34=-6574/1480,14-34=-6628/1479 BOT CHORD 2-21=-1424/6177,20-21=-1424/6177,19-20=-1417/5559,18-19=-1417/5559, /0 4), 4, 2° 17-18=-1417/5559,16-17=-1324/6236,14-16=-1324/6236 MFR R l o- `bP WEBS 3-21=0/275,3-20=-1359/327,8-19=-97/413,4-20=-207/1033,8-20=-1273/431, 8-17=-1264/432,12-17=-207/1012,13-17=-1347/333,13-16=0/275 EXPIRES: 12-31-2019 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 2-11-2,Interior(1)2-11-2 to 10-4-5,Exterior(2)10-4-5 to 28-10-15,Interior(1) 28-10-15 to 36-4-2 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 K� RRrLL 3)Unbalanced snow loads have been considered for this design. ,SV F WAS 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� non-concurrent with other live loads. / ,. C� fs 5)Provide adequate drainage to prevent water ponding. —P �-04. % ; 6)All plates are MT20 plates unless otherwise indicated. 4110!; -, 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 willrjr fit between the bottom chord and any other members. .0©r{ 51398 t4k" 9)A plate rating reduction of 20%has been applied for the green lumber members. , �'G/S m'- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 580 lb uplift at joint 14 and 587 lb uplift at Q4-, joint 2. SIONAL V:4G 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and''A"gypsum sheetrock be applied directly to the bottom chord. Continued on page 2 January 9,2018 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Mil Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111183 B1704316 A09 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:34 2018 Page 2 lD:O7ONKvzBVVVcIwgbeZNycvhzxRlp-F93ReZZmCXOwgKGuojg539Sxg6vm?JcU2oeRyazx6Nl NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)179 lb down and 181 lb up at 23-3-4 on top chord,and 317 lb down and 188 lb up at 19-7-10 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(pit) Vert:1-4=-64,4-5=-64,5-7=-114,6-30=-64,9-30=-114,10-11=-114,11-12=-64,12-15=-64,2-14=-20 Concentrated Loads(lb) Vert:19=-317 30=-70 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEI(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 �1 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 f'�A 4)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/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-Stacatto D&E K4111184 B1704316 A10 CALIFORNIA 1 1 Job Reference(optional) P oBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:36 2018 Page 1 I Q y ID:070NKvzBVWclwgbeZNycvhzxRlp-BYBB3Ea1k9Ge3eQGw8iZ9aXGXwaRfT9 nW67Y1Szx6Nj 11-0 0 6-6-6 16-7 13119-215 5-8-11 5-8-11 0-9- 36-7-74 I 6-6i-6 41o1d 0 Scale=1:75.3 5x12 MT18H 4x8 = 5x12 MT18H 4.00 12 4 3 24 25 5 28 29 6 3x4 I.' . " 3x4 3 22 31 7 v e 4 5x12 MT18H%21 32 5x12 MT18H 0 1 ....2 20 '� ..� 8 g 33 Ivf Oil 15 14 13 12 11 10 2x4 I I 4x8 = 7x14 MT18H= 4x8 = 2x4 I 6-6-6 I 13-1-13 I 19-7-10 I 26-1-7 I 32-8-14 I 39-3-4 I 6-6-6 6-7-7 6-5-13 6-5-13 6-7-7 6-6-6 Plate Offsets(X.Y)-- [2:0-5-0.0-3-0],[8:0-5-0,0-3-0].[12:0-7-0,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.71 13 >663 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.69 VertTL -1.17 13 >404 180 MT18H 220/195 TCDL 7.0 Rep Stress!nor YES WB 0.66 Horz(TL) 0.30 8 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix-S) Weight:213 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied,except 4-6:2x6 DF 2400F 2.0E 2-0-0 oc purlins(3-7-8 max.):4-6. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied. tt WEBS 2x4 DF Std G WEBS 1 Row at midpt 3-14,5-14,5-11 -v'I�`0 P R OFFS REACTIONS. (lb/size) 8=2472/0-5-8,2=2538/0-5-8 co NGINEFn �/� Max Horz 2=91(LC 52) 444 9 2 Max Uplift8=-788(LC 9),2=-809(LC 8) 89200PE -9r Max Grav8=3034(LC 31),2=3100(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-8379/2188,2-21=-8423/2233,3-21=-8371/2242,3-22=-7124/2059, 4-22=-7016/2075,4-23=-6647/2012,23-24=-6655/2013,24-25=-6658/2014, C:3 CZ- /2015, 665/2015, 51, pi 28-29=-6455/1950,29 3066451/11949,6-30=-6448/1949,6-38=-6802/2008, "7*, A_�'OYEGON���, .. 7-31=-6912/1992,7-32=-8166/2177,8-32=-8218/2168,8-33=-8174/2123 Q 14, `l Q� BOT CHORD 2-15=-2078/7942,14-15=-2078/7942,13-14=-2224/7773,12-13=-2224/7773, M • 11-12=-2224/7773,10-11=-1980/7747,8-10=-1980/7747 FR R A L�- WEBS 3-15=0/271,3-14=-1350/359,4-14=-303/1351,5-14=-1621/597,5-13=-84/383, 5-11=-1863/672,6-11=-346/1487,7-11=-1359/358,7-10=0/271 EXPIRES: 12-31-2Q19 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-11-2,Interior(1)2-11-2 to 7-7-2,Exterior(2)7-7-2 to 13-1-13,Interior(1) 18-8-7 to 20-6-13,Exterior(2)26-1-7 to 40-3-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 c1,ALL e 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �y 1(WAs, W `t 1� 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ' , i,7 lO 1� non-concurrent with other live loads. • • 5)Provide adequate drainage to prevent water ponding. C `" 6)All plates are MT20 plates unless otherwise indicated. %, ' 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /V*, 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A� 51398 w� fit between the bottom chord and any other members. p� .4). 0.1S,TER 9)A plate rating reduction of 20%has been applied for the green lumber members. c.7 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 788 lb uplift at joint 8 and 809 lb uplift at SSIONALC" joint 2. Continued on page 2 January 9,2018 I 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 ANSIITPII Quality Criteria,DSB-89 and BCSt 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-Stacatto D&E K4111184 B1704316 A10 CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:36 2018 Page 2 I D:070NKvz BVWcIwgbeZNycvhzxRl p-BYBB3Ea 1 k9Ge3eQGw8iZ9aXGXwafT9_n W67Y1 Szx6Nj NOTES- 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and Y"gypsum sheetrock be applied directly to the bottom chord. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)439 lb down and 289 lb up at 13-11-12,222 lb down and 170 lb up at 16-0-12,322 lb down and 216 lb up at 18-0-12,322 lb down and 216 lb up at 21-2-8,and 222 lb down and 170 lb up at 23-2-8,and 211 lb down and 205 lb up at 25-3-8 on top chord,and 317 lb down and 188 lb up at 19-7-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,6-9=-64,2-8=-20 Concentrated Loads(Ib) Vert:13=-317 23=-340 24=-155 25=-252 28=-252 29=-155 30=-112 ®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 ANSITrPl1 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-Stacatto D&E K4111185 81704316 All CALIFORNIA 1 1 • Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:37 2018 Page 1 I D:070 NKvzBV WclwgbeZNycvhzxRl p-fklZGabtVSOVhn?TTrpohn4SpJ_hCc4xlms5Zuzx6Ni 11-10-15 30-1-4 -1-0-01 5-6-10 9-2-0 I 11-9-7 li 16-1-5 23-1-15 27-4-5 27-fy13 I 34-7-5 39-3-4 40-3-4 0-0 5-6-10 3-7-6 2-7-7 04-8 4-2-6 7-0-9 4-2-6 0--8 2-7-7 4-6-1 4-7-15 0-0 Scale=1:71.7 2x4 2x4 2x4 4x6 2x4 4.00 12 5x10 1213 5x10 5 7 4x8 = 4x6= 2x4 4 /!N _ _8 9_ 24 25 26 1027 _ N— 14 3 23 _ _^a\-\ = - ` - - 29 2x4 2 22 1I 15 30 t6 v ► v 4 n 01 v [y �, t� 7I0 0 4x12= 21 20 19 18 4x12 = 4x8 = 4x8 = 7x14 MT18H= I 9-2-0 I 19-7-10 I 30-1-4 39-3-4 I 9-2-0 10-5-10 10-5-10 9-2-0 Plate Offsets(X,Y)-- [2:0-6-0.0-1-12],[16:0-6-0.0-1-12].[18:0-2-8,0-2-0].[19:0-6-4,0-4-8],[21:0-1-15,0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.58 20 >799 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.45 Vert(TL) -1.17 18-20 >400 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.21 16 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:218 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 2-6-5 oc purlins,except 4-9,9-14:2x6 DF No.2 2-0-0 oc purlins(2-3-11 max.):4-14. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 7-7-8 oc bracin. WEBS 2x4 DF Std G WEBS 1 Row at midpt 8-21,10-18 r 0 P R Ope, , REACTIONS. (lb/size) 16=1847/0-5-8,2=1834/0-5-8 \Gj , GINE�� /O Max Horz 2=-83(LC 17) Max Uplift16=-592(LC 9),2=-597(LC 8) 89200PE 9r Max Gray 16=2114(LC 31),2=2093(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-22=-5110/1475,3-22=-5016/1487,3-23=-4790/1415,4-23=-4764/1422,4-6=-4541/1430, 6-8=-4541/1430,8-9=-6976/2063,9-24=-6976/2063,24-25=-6976/2063, C3 CC' 25-26=-6976/2063,26-27=-6976/2063,10-27=-6976/2063,10-28=-4551/1444, yA_OREGON 11-28=-4551/1444,11-14=-4551/1444,14-29=-4784/1432,15-29=-4817/1425, Gi .9 �•� �� 15-30=-5190/1521,16-30=-5282/1511 Q Y 14 `- i.1" BOT CHORD 2-21=-1404/4751,20-21=-1874/6750,19-20=-1848/6754,18-19=-1848/6754, sel 16-18=-1365/4929 MFR R 11-A- WEBS 3-21=-349/252,8-21=-2394/763,4-21=-195/1062,8-20=-95/521,14-18=-188/1083, 15-18=-422/266,10-20=-46/411,10-18=-2386/759 EXPIRES: 12-31-2019 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-11-2,Interior(1)2-11-2 to 6-4-5,Exterior(2)6-4-5 to 11-10-15,Interior(1) 17-2-5 to 22-0-15,Exterior(2)27-4-5 to 40-3-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 BRILL , 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 ,41 WAS . 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 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs + A9, '+? ?` "1� non-concurrent with other live loads. ..���Yyy" ) _, AIM 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -7417 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 'd fit between the bottom chord and any other members. O A, 51398,<„5I398O 9)A plate rating reduction of 20%has been applied for the green lumber members. `�'�. GlSTER 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 592 lb uplift at joint 16 and 597 lb uplift at 'SIONAL1' ' joint 2. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 January 9,2018 I 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,notNI. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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-Stacatto D&E K4111185 B1704316 All CALIFORNIA 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:37 2018 Page 2 ID:070NKvzBVVVclwgbeZNycvhzxRl p-fkIZGabfVSOVhn?TTrpohn4SpJ_hCc4 dms5Zuzx6Ni NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)122 lb down and 181 lb up at 27-3-4 on top chord,and 170 lb down and 148 lb up at 19-7-10 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,5-7=-114,6-28=-64,11-28=-114,12-13=-114,13-14=-64,14-17=-64,2-16=-20 Concentrated Loads(Ib) Vert:20=-170 28=-13 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual 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 s A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing F Ai 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 ANSIRPIl Quality Criteria,135B-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-Stacatto D&E K4111186 B1704316 Al2 CALIFORNIA GIRDER 1 2 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:40 2018 Page 1 a 11 ID:070NKvzBVWclwgbeZNycvhzxRl p-3JQiuceXoNn4YFj29_nVJQiwOXxEP_nNRj5IADzx6Nf 1-0-09 7-1-13 7�9-25 15-5--114 1 6-2-131I 26 -7 --2-013 1 5-5-14 30-9-17 38-10-8 6-9-1 Scale=1:71.1 4.00 112 5x12 5x12 4x12= 5x8= 4x4= 4x6= 3 6 _ 17 _ 18 _4 19 . 21 ,_ 22. 6 23 24 257 26 ,,,7 28 �_ 2.8 0.o - - -tj _ _ v 9 m w .* 2 J u 1 1 it rr ri ' ii rr it Y1 rr r riur rr it it it I11�• 12 w o 4x12=30 31 32 15 33 34 35 14 36 37 38 13 12 39 40 41 11 42 43 44 10 45 46 47 4x12 = LUS24 LUS24 LUS244x6 = LUS24 LUS24 2x4 H LUS24 7x14 MT18H WB = LUS24 4x4= LUS24 4x6= LUS24 MUS26 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 I 7-1-13 13-4-13 19-7-10 1 25-10-7 I 32-1-7 I 38-10-8 7-1-13 6-3-0 6-2-13 6-2-13 6-3-0 6-9-1 Plate Offsets(X.Y)-- [2:0-6-0.0-1-11],[8:0-5-12,0-2-8].[9:0-0-0,0-0-5].112:0-4-0,0-5-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.84 13 >548 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(TL) -1.82 13 >255 180 • MT18H 220/195 TCDL 7.0 BCLL 0.0 Rep Stress Incr NO WB 0.61 Horz(TL) 0.28 9 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:413 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins,except 3-5,5-8:2x6 OF No.2 2-0-0 oc purlins(2-8-10 max.):3-8. BOT CHORD 2x6 DF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 9-1-10 oc braci WEBS 2x4 DF OTHERS 2x4 DF Notl&Btr G WEBS 1 Row at midpt 4-15,7-10 `3 - G �ce�Os`Qs_ REACTIONS. (Ib/size) 9=4246/Mechanical,2=3728/0-5-8 �• `" T Max Horz 2=58(LC 14) 9 Max Uplift9=-1282(LC 7),2=-1154(LC 6) 89200PE Max Gray 9=4487(LC 29),2=4030(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-11439/3446,3-16=-10631/3285,16-17=-10631/3285,17-18=-10631/3285, t 18-19=-10631/3285,4-19=-10631/3285,4-20=-18248/6243,20-21=-18248/6243, -p OREGON 5-21=-18248/6243,5-22=-18248/6243,6-22=-18248/6243,6-23=-16365/5386, Li �.9 y O�� A. 23-24=-16365/5386,24-25=-16365/5386,7-25=-16365/5386,7-26=-10909/3303, Q 14, `L Q� 26-27=-10909/3303,27-28=-10909/3303,28-29=-10909/3303,8-29=-10909/3303, 8-9=-11774/3481 MER R 1, BOT CHORD 2-30=-3256/10795,30-31=-3256/10795,31-32=-3256/10795,15-32=-3256/10795, 15-33=-5392/16382,33-34=-5392/16382,34-35=-5392/16382,14-35=-5392/16382, EXPIRES: 12-31-2019 14-36=-5392/16382,36-37=-5392/16382,37-38=-5392/16382,13-38=-5392/16382, 12-13=-6172/18248,12-39=-6172/18248,39-40=-6172/18248,40-41=-6172/18248, 11-41=-6172/18248,11-42=-5286/16365,42-43=-5286/16365,43-44=-5286/16365, 10-44=-5286/16365,10-45=-3250/11089,45-46=-3250/11089,46-47=-3250/11089, 9-47=-3250/11089 WEBS 3-15=-602/2515,4-15=-6419/2377,4-14=0/576,4-13=-867/2081,6-11=-2092/949, .$%RILL ,, 7-11=-100/951,7-10=-6099/2281,8-10=-721/2742 *\1 OV WAS 1f� NOTES- �Gjtri � �^ 1)2-ply truss to be connected together with 10d(0.120"x3")nails as follows: ,./j �t 0 - t • kr / i 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 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. /V r 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 'd X44' connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �Or, �. IST_ d:ASCE ;Vult=140mph nd t)Vasd=111mph; 3)W(envelope)gable end zone;cantilever eft and Sig t exposed end vertical left and right exposed;Lumber DOLE 1 60 plate grip Dxp B;enclosed; OL F1RS.60 �S'310NAL V" 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 5)Unbalanced snow loads have been considered for this design. Continued on page 2 January 9,2018 I ®WARNING-Verify design parameters and READ NOTES ON 1145 AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is bawd 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 busses and truss systems,see ANSI/TPIl 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-Stacatto D&E K4111186 B1704316 Al2 CALIFORNIA GIRDER 1 2 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:40 2018 Page 2 I D:070NKvzBV WclwgbeZNycvhzxR1 p-3JQiuceXoNn4YFj29_nVJQiwOXxEP_nNRj5lADzx6Nf NOTES- 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*This truss has been designed for a live load of 20.0psf 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)Refer to girder(s)for truss to truss connections. 13)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1282 lb uplift at joint 9 and 1154 lb uplift at joint 2. 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 3-1-12 oc max.starting at 2-0-12 from the left end to 35-2-8 to connect truss(es)to back face of bottom chord. 17)Use Simpson Strong-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 37-2-8 from the left end to connect truss(es)to back face of bottom chord. 18)Fill all nail holes where hanger is in contact with lumber. 19)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)364 lb down and 276 lb up at 7-11-12,323 lb down and 201 lb up at 10-0-12,316 lb down and 206 lb up at 12-0-12,288 lb down and 206 lb up at 14-0-12,257 lb down and 206 lb up at 16-0-12,252 lb down and 207 lb up at 18-0-12,252 lb down and 207 lb up at 21-2-8,257 lb down and 206 lb up at 23-2-8,288 lb down and 206 lb up at 25-2-8,316 lb down and 206 lb up at 27-2-8,and 323 lb down and 201 lb up at 29-2-8,and 306 lb down and 174 lb up at 31-3-8 on top chord,and 269 lb down and 244 lb up at 19-7-10 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=-64,3-8=-64,8-9=-64,2-9=-20 Concentrated Loads(Ib) Vert:13=-269 16=-265 17=-258 18=-247 20=-220 21=-188 22=-183 23=-183 24=-188 25=-220 26=-247 28=-258 29=-207 30=-57(B)31=-57(B)32=-57(B)33=-57(B) 34=-57(B)35=-57(B)36=-57(B)37=-57(B)38=-57(B)39=-57(B)40=-57(B)41=-57(B)42=-57(B)43=-57(B)44=-57(B)45=-57(B)46=-312(B)47=-497(B) ®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 venfy 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 fabncation,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-Stacatto D&E K4111187 B1704316 BO1 CALIFORNIA GIRDER 1 4 Job Reference(optional) F roBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:42 2018 Page 1 I D:070NKvzBV WcIwgbeZNycvhzxRl p-OiYSJIfnJ?1 onZtQGPpzOmH2Kajts3gul asF6zx6Nd 8-1-9 12-8-7 -1-0-0 3-11-4 7-3-9 18-0-1111 10-0-0 11-11-5 12-6-11 14-0-12 16-0-12 20-0-0 1 1-0-0 1 3-11-4 3-4-5 0-9-2 1-10-7 1 1-11-5 10-7-6 I I 1-4-5 2-0-0 I 3-11-4 0-0-14 0-1-13 Scale=1:35.7 9x16 MT18H= 3x4 = 5x12 MT18H 4.00 12 -..;•117 M 5 M 1' 19 3x6 riga"3x4 w _\; 7 IMMI ma 3x4 3 8 ri0 I '. P ....illdIIIIIIIIIIII Pi MIIIIIIII.8Iom,. . ijjj WI• v� MK y rTo,o ►� �� to �� 20 16 15 14 13 21 12 11 10 224x12 = �� 4x12 = 4x8= 4x8 2x4 1I 4x8 = 3x6 I1 4x6— 5x8 — 6x6 = 4x4 = I 3-11-4 I 7-3-9 1 8-1-9 1 10-0-0 i 11-11-5 112-8-71 14-0-12 1 16-0-12 1 20-0-0 1 3-11-4 3-4-5 0-10-0 1-10-7 1-11-5 0-9-2 1-4-5 2-0-0 3-11-4 Plate Offsets(X,Y)-- [2:0-6-0,0-1-11],[4:1-2-0,Edge],[7:0-2-0,0-1-8],[8:0-1-12,0-1-8],[9:0-5-15,0-2-8],[9:1-1-8,0-3-6],[10:0-1-5,0-2-0],[11:0-3-0,0-4-0],[12:0-4-0,0-2-0],[14:0-4-4 ,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.29 12-13 >795 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.84 Vert(TL) -0.55 12-13 >428 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.12 9 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:467 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc• 'is except 4-6:2x6 OF No.2 2-0-0 oc purlins(6-0-0 max.):4-6. ED PROFF BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc b WEBS 2x4 DF Std G t n1S SLIDER Right 2x4 DF 2400F 2.0E 2-5-14 Alternate to 1/2"dia.Bolts&Washers specified in note 2: ,-.1• `„.•- �'7 s`O2 USP WS6,SIMPSON SDS25600,SDW22638 OR TRUSSLOK TSLZ006, REACTIONS. (lb/size) 9=16465/0-5-8,2=9527/0-5-8 1/4"X 6"LONG WOOD SCREWS SPACED @ 24"OC,2 ROWS(ONE Rt.W2 4) 89200PE 9c' Max Horz 2=39(LC 6) DRIVEN FROM EITHER SIDE OF 4-PLY GIRDER TRUSS CAN Max Uplift9=-4073(LC 7),2=-2719(LC 6) REPLACE THE 1/2"BOLTS @ 48"OC IN CHORD MEMBERS Max Gray 9=16721(LC 30),2=9840(LC 30) AS SHOWN IN THE NOTE SECTION. FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-27211/7612,3-4=-26082/7329,4-17=-29246/8155,5-17=-29294/8171, 7 1- OREGON�� ,S 5-18=-28271/7685,6-18=-28271/7685,6-19=-29333/7969,7-19=-29366/7966, 7-8=-31870/8499,8-9=-34812/9052 .,0 '9 y 14, 2� ¢� BOT CHORD 2-20=-7201/25674,16-20=-7201/25674,15-16=-7201/25674,14-15=-6833/24446, M el 13-14=-7111/25376,13-21=-8057/29157,12-21=-8057/29157,11-12=-8025/30261, FR R 1 L�- 10-11=-8533/32859,10-22=-8533/32859,9-22=-8533/32859 WEBS 3-16=-236/782,3-15=-999/300,4-15=-493/1659,6-12=-1471/5590,7-12=-2828/551, EXPIRES: 12-31-2019 7-11=-1311/5585,4-14=-1363/4555,4-13=-1458/5796,5-13=-1887/418,5-12=-1302/607, 8-11=-3072/602,8-10=-601/2885 NOTES- 1)NA 2)4-ply truss to be connected together with 10d(0.120"x3")nails as follows: f1RRrLj :),Top chords connected as follows:2x4-1 row at 0-4-0 oc,2x6-2 rows staggered at 0-9-0 oc. Jy v WASjt `7Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. O L� ��Webs connected as follows:2x4-1 row at 0-9-0 oc. f �, O �+ Attach TC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. /1!s t'...•. Attach BC w/1/2"diam.bolts(ASTM A-307)in the center of the member w/washers at 4-0-0 oc. -• Nil,/ 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. %'°�� 4)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS vt) 51398 (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �,{+ k' 0/STER� ' 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 .S, 6)Unbalanced snow loads have been considered for this design. `sJONAL' 1 7)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. Continued on page 2 January 9,2018 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 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iwiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111187 B1704316 B01 CALIFORNIA GIRDER 1 4 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:42 2018 Page 2 ID:070NKvzBVWcIwgbeZNycvhzxRl p-OiYSJIfnJ?1 onZtQGPpzOrnH2Kajts3gul asF6zx6Nd NOTES- 8)Provide adequate drainage to prevent water ponding. 9)All plates are MT20 plates unless otherwise indicated. 10)The Fabrication Tolerance at joint 4=6% 11)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12)*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. 13)A plate rating reduction of 20%has been applied for the green lumber members. 14)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 4073 lb uplift at joint 9 and 2719 lb uplift at joint 2. 15)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 16)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)447 lb down and 220 lb up at 8-1-8,and 447 lb down and 232 lb up at 11-10-8 on top chord,and 74 lb down at 2-0-12,1929 lb down and 677 lb up at 3-11-4,4710 lb down and 1503 lb up at 8-1-9,2558 lb down and 721 lb up at 10-0-12,1960 lb down and 564 lb up at 12-0-12,2817 lb down and 686 lb up at 14-0-12,1929 lb down and 677 lb up at 16-0-12,2200 lb down and 451 lb up at 16-0-12,74 lb down at 17-11-4,and 2650 lb down and 527 lb up at 18-0-12,and 2749 lb down and 570 lb up at 19-9-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,6-9=-64,2-9=-20 Concentrated Loads(Ib) Vert:9=-2749(B)16=-1929(F)11=-2817(B)14=-4710(B)13=-2558(B)10=-4129(F=-1929,B=-2200)17=-348 18=-348 20=-37(F)21=-1960(B)22=-2687(F=-37,B=-2650) ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing R�iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 'Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111188 B1704316 CO1 California Girder 1 1 Job Reference(optional) IProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:43 2018 Page 1 ID:07ONKvzBVWcIwgbeZNycvhzxR1p-Uu6gXegQ419fPiScg6KCx2KVKk_rcTKp7hJPnYzx6Nc I 4-4-14 14-10-151 7-1-1 1 7-7-2 1 12-0-0 I 4-4-14 0-6-1 2-2-2 0-6-1 4-4-14 Scale=1:20.4 6x8% 4x8 4.00 12 v m , '411111111111111111111111111111111111111111111111 4 ‘- i to 3x10= 10 11 6 12 5 13 14 3x10 = 2x4 H 3x4 = 4-4-14 I 7-7-2 I 12-0-0 I 4-4-14 3-2-3 4-4-14 Plate Offsets(X.Y)— [1:0-11-6.0-0-15].[2:0-3-12,0-2-8],[3:0-3-12.0-2-0].[4:0-11-6,0-0-15] 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) -0.09 5-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(TL) -0.17 5-6 >860 180 TCDL 7.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.04 4 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight:51 lb FT=10% BCDL 10.0 LUMBER- BRACING- 1 TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins,except BOT CHORD 2x6 DF No.2 2-0-0 oc purlins(3-6-5 max.):2-3. WEBS 2x4 OF Std G BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracin•QED PR OFA REACTIONS. (lb/size) 1=888/Mechanical,4=888/Mechanical A SCS' Max Horz 1=-25(LC 52) ��� �CNGINF9 /per Max Upliftl=-277(LC 10),4=-277(LC 11) 9 Max Gray 1=1056(LC 28),4=1056(LC 28) 89200PE r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2729/792,2-7=-2516/786,7-8=-2516/786,8-9=-2516/786,3-9=-2516/786, 3-4=-2716/787 BOT CHORD 1-10=-748/2545,10-11=-748/2545,6-11=-748/2545,6-12=-755/2527,5-12=-755/2527, O Ct �C5-13=-717/2533,13-14=-717/2533,4-14=-717/2533 -9G OREGONNIx WEBS 2-6=0/260,3-5=0/257 Y 14 2 P� /0 Ai O NOTES- c d 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS �`R R v (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 EXPIRES: 12-31-2019 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. .00tRJLL , 8)Refer to girder(s)for truss to truss connections. 4\9 F WASN,, '`-f>, 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 277 lb uplift at joint 1 and 277 lb uplift at O W t joint 4. /i //��►► i •-`•' C�0 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. � 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 6 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)332 lb down and 230 lb up at 4-11-12,and 189 lb down and 112 lb up at 6-0-0,and 332 lb down and 230 lb up at 7-0-4 on top chord,and 56 lb down at 2-0-12,54 V, lb down at 4-0-12,54 lb down at 6-0-0,and 54 lb down at 7-11-4,and 56 lb down at 9-11-4 on bottom chord. The design/selection •-651398 w� of such connection device(s)is the responsibility of others. QA -GISTER� 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .c' LOAD CASE(S) Standard SSrONALV"/G Continued on page 2 January 9,2018 i 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,notMil. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111188 B1704316 CO1 California Girder 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:43 2018 Page 2. ID:070 NKvzBV WclwgbeZNycvhzxRl p-Uu6gXegQ419(PiScg6KCx2KVKk_rcTKp7hJPnYzx6Nc LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-3=-64,3-4=-64,1-4=-20 Concentrated Loads(Ib) Vert:7=-233(F)8=-176 9=-233(F)10=-28(F)11=-27(F)12=-27(F)13=-27(F)14=-28(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED APTEK 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 ill" a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111189 B1704316 CO2 Common 2 1 Job Reference(optional) FFroBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:44 2018 Page 1 ID:070NKvzBV WclwgbeZNycvhzxRl p-y4gDkzh2rcHV 151 pOgrRTGsjD8N 1 LwQzM L3zJ_zx6Nb I 6-0-0 I 12-0-0 I 6-0-0 6-0-0 Scale=1:19.8 4x4= 2 4.00 12 5 6 1 3 0 a,..P - -a- - — `.. V o 3x6 = 4 2x4 3x6= I 6-0-0 I 12-0-0 I 6-0-0 6-0-0 Plate Offsets(X,Y)-- [1:0-1-7.Edge].[3:0-1-7,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.05 3-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.12 3-4 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.12 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DFStdG l{�ED PR0FF REACTIONS. (lb/size) 1=499/Mechanical,3=499/Mechanical '�` _` ss Max Horz 1=-39(LC 17) �� �'i`YG NEF,4 `0� Max Uplift/=-121(LC 8),3=-121(LC 9) 9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE r TOP CHORD 1-5=-911/337,2-5=-842/342,2-6=-842/342,3-6=-911/337 BOT CHORD 1-4=-254/797,3-4=-254(797 WEBS 2-4=0/284 NOTES- 7' OREGON 4� 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Gj �q� 0� t]Q� (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for O 14, 2-°,\ members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 41 R RV- v 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12-31-2019 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 121 lb uplift at joint 1 and 121 lb uplift at joint 3. $RRrLL 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ''�r OV WASE N'0, i .. 4-r ,,k' 160 .4,�51398ISTBR qr ..es; . Gs%NAL V'..1' January 9,2018 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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 ANSIDPl1 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-Stacatto D&E K4111190 B1704316 D01 CALIFORNIA GIRDER 1 3 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:45 2018 Page 1* ID:070NKvzBVWclwgbeZNycvhzxR1 p-QGEbxJhgcwPMeOc?xXNgOTPsoYgj4FR6a?oWrRzx6Na 3-1-11 2-7-10 219-7 3-4-81 5-9-0 8-4-5 18-10-6 I 11-6-0 12-6-0 2-7-10 0-1-13 0-2-13 2-4-8 2-7-5 0-6-1 2-7-10 1-0-0 I 0-4-4 I Scale=1:21.2 4.00 112 12x12 = 10x10= 8x12 15 _3 1 17 \ c' 1 0' s \\\, 5 o 1-9 / o 4x12 = 18 10 9 4x6 —19 20 8 21 7 22 HUS26 LUS24 HGUS26-2 LUS24 LUS24 LUS24 LUS24 3x6= I 2-7-10 13-4-8 I 5-9-0 } 8-10-6 1.1-6-0 1 2-7-10 0-8-14 2-4-8 3-1-6 2-7-10 Plate Offsets(X.Y)-- [1:0-6-0.0-1-12],[2:0-6-1.Edge].[4:0-4-8.0-2-0].[5:0-3-0.0-1-4].[9:0-1-12.0-2-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.19 8-9 >740 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 Vert(TL) -0.37 8-9 >375 180 TCDL 7.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.06 5 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix-M) Weight:162 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins,except BOT CHORD 2x6 DF 2400F 2.0E 2-0-0 oc purlins(5-1-14 max.):2-4. WEBS 2x4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braci 2-10:2x4 DF No.1&Btr G ���ED P R OFFss REACTIONS. (lb/size) 1=6192/0-5-8,5=2487/0-5-8 �� F,NC"INEF,4 /� Max Horz 1=-23(LC 48) �� 2,9 Max Uplift1=-1749(LC 6),5=-686(LC 7) 89200PE Max Gray 1=6227(LC 30),5=2567(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-15730/4458,2-15=-17823/5020,3-15=-17823/5020,3-16=-7197/1979, 16-17=-7193/1979,4-17=-7188/1977,4-5=-7560/2075Q BOT CHORD 1-18=-4340/15358,10-18=-4340/15358,9-10=-4333/15334,9-19=-4126/14879, pL 4,OREGON�� �!(� 19-20=-4126/14879,8-20=-4126/14879,8-21=-4126/14879,7-21=-4126/14879, 7-22=-1954/7189,5-22=-1954/7189 /� � �4 r 2� WEBS 2-10=-258/332,3-8=-228/851,4-7=-587/2343,3-7=-7964/2249,2-9=-1053/3926, 41FR R I L� �P 3-9=-992/3277 — NOTES- EXPIRES: 12-31-2019 1)NA 2)3-ply truss to be connected together with 10d(0.120'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc. Bottom chords connected as follows:2x6-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 3)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to plyRRILL &t connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 1Q t.WAS J, 4)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS C �{ (envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 / �j�►'" l �' 5)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;ExpB;FullyExp.;Ct=1 • ,- Q ) 9 rY v –;.le G . 6)Unbalanced snow loads have been considered for this design. ..�./ ., 7)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. j 0' 8)Provide adequate drainage to prevent water ponding. ".15 d 51398,0 w� 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ort, ��GTSTEg� , 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 .c- �S fit between the bottom chord and any other members. SIGNAL''^' 11)A plate rating reduction of 20%has been applied for the green lumber members. Continued on page 2 January 9,2018 1 MINIM ®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 on 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/TPt1 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-Stacatto D&E K4111190 B1704316 D01 CALIFORNIA GIRDER 1 Job Reference(optional) FtroBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:45 2018 Page 2 ID:070NKvzBVWcIwgbeZNycvhzxRl p-QGEbxJhgcwPMeOc?xXNgOTPsoYgj4FR6a?oWrRzx6Na NOTES- 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1749 lb uplift at joint 1 and 686 lb uplift at joint 5. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 7-4-8 oc max.starting at 2-0-12 from the left end to 9-5-4 to connect truss(es)to front face of bottom chord. 16)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 1-8-4 oc max.starting at 4-0-12 from the left end to 7-5-4 to connect truss(es)to front face of bottom chord. 17)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss)or equivalent at 1-5-4 from the left end to connect truss(es)to back face of bottom chord. 18)Use Simpson Strong-Tie HGUS26-2(20-16d Girder,8-16d Truss)or equivalent at 3-4-7 from the left end to connect truss(es)to back face of bottom chord. 19)Fill all nail holes where hanger is in contact with lumber. 20)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)182 lb down and 143 lb up at 3-2-8,and 182 lb down and 133 lb up at 8-3-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,4-6=-64,1-5=-20 Concentrated Loads(Ib) Vert:9=4467(B)12=-2502(B)15=-83 17=-83 18=-10(F)19=-34(F)20=-428(F)21=-34(F)22=-10(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nit 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 iw iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPIl 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 PlyPLH-Stacatto D&E K4111191 B1704316 F01 GABLE 1 1 Job Reference(optional) s ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:46 2018 Page 1 ID:O7ONKvzBV WclwgbeZNycvhzxRl p-uToz9fil NDXDGABBV EuvZhy7Ry31 prjFpfY4Otzx6NZ I -1-0-0 I 3-11-0 1-0-0 3-11-0 Scale=1:11.3 3 4.00 12 5 N.- 01 2 1 �i� iii �►��i0i 2x4= 4 I 3-10-4 I 3-10-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 3-11-0. �`} PR QFcc (Ib)- Max Horz 2=78(LC 8) tL� Cs Max Uplift All uplift 100 lb or less at joint(s)3,2 5� `w`GINE cS'j Max Gray All reactions 250 lb or less at joint(s)3,3,2,4 e.,.._,‘, � V` F9 �A_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;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 OREGON �4- 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 7L ♦h ' Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. / '9y 2�� -� 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 d 4+ �yQ� 4)Unbalanced snow loads have been considered for this design. R R I L� VV 5)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable studs spaced at 2-0-0 oc. EXPIRES: 12-31-2019 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 20.0psf 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. 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)3,2. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .ALL •ij J' ) oo wAs `Cf>, ofti„or,...,_.?,7,.. ,,,c; 0 i Vi r e0° 4,4 51398 �wk .4OISTER csS10NAL 1-LC ) January 9,2018 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MSTEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IIIII Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bradng MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITIPII 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-Stacatto D&E K4111192 B1704316 F02 Monopitch 4 1 Job Reference(optional) 15roBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:46 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-uToz9fiINDXDGABBVEuvZhy80y7fprjFpfY4Otzx6NZ I -1-0-0 I 1-11-0 I 1-0-0 1-11-0 Scale=1:7.8 3 5 4.00[12 2 h k 0 1 4 2x4 '/ 1-11-0 I 1-11-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.07 VertTL -0.00 2-4 >999 180 TCDL 7.0 Vert(TL) BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:7 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 1-11-0 oc purlins. • BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=163/0-3-12,4=19/Mechanical,3=42/Mechanical PR Max Horz 2=48(LC 8) f.0 OF�s Max Uplift2=-87(LC 8),3=-30(LC 12) ��` is 04 GENEr / Max Gray 2=182(LC 18),4=37(LC 5),3=43(LC 19) �\ CR �A FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. �� 89200 P E l9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON <(/� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 7L 2! Ntx As 3)Unbalanced snow loads have been considered for this design. l '9 Q 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q Y 14, rZ ��� non-concurrent with other live loads. '1'/ R R f`� V 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 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)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,3. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ttRrL L e S" ov WAS 1fl, re -7 allr 4P 4, 51398w� 94, 4GrSTE3-v � sSrONAL VBG January 9,2018 I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,D58-89 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-Stacatto D&E K4111193 B1704316 F03 Monopitch 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:47 2018 Page 1 I D:O7ONKvzBV WclwgbeZNycvhzxR1 p-MfLLM?jw8Xf4uKmO3yP85uUIgLQAYlyP2J HdwJzx6NY -1-0-0 3-11-0 1-0-0 3-11-0 Scale=1:11.3 3 4.00 12 5 rr 29 0 1 2x4= 4 NIPIr 3-11-0 I 3-11-0 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 0.15 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.03 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical,2=241/0-3-12,4=37/Mechanical circp PROF Max Horz 2=77(LC 8) E Fss Max Uplift3=-72(LC 12),2=-104(LC 8) `w`GIN / Max Gray 3=121(LC 19),2=246(LC 19),4=74(LC 5) �� G` F9 �2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E 1.- NOTESNOTES- 1) - 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 cl OREGON t�' 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 91- 4 ,SIN 3)Unbalanced snow loads have been considered for this design. /O '9r 4 2O —� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in_alLareas where.a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES1-2-31-2019 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)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except(jt=lb) 2=104. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. vsV,RRTLL ,v WAS .ct>, .1000 'Q 16• rd16 �g 51398 mow" .� GIS7'ER �SIONAL EAG' January 9,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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 properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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-Stacatto D&E K4111194 61704316 F04 Monopitch 5 1 Job Reference(optional) IlroBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:47 2018 Page 1 I D:070NKvzBV WclwgbeZNycvhzxRl p-MfLLM?jw8Xf4u Km03yP85uUAn LPOYI6P2JHdwJzx6NY -1-0-0 1 7-1-12 1 1-0-0 7-1-12 Scale=1:17.6 3 4 2x4 I 4.00 112 9 8 7 0 , 1 Wil _,k 0. = 6 2x4 = 5 2x4 1 7-1-12 I 7-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.09 2-6 >853 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.28 2-6 >284 180 TCDL 7.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:25 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G REACTIONS. (lb/size)' 2=362/0-3-12,6=299/Mechanical Q� � PROFF Max Horz 2=126(LC 8) ��� str Max Uplift2=-128(LC 8),6=-103(LC 12) ANG�NF4;9 �OA- Max Gray 2=377(LC 19),6=349(LC 19) �� 2 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE 9r WEBS 3-6=-276/173 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS OREGON W*ft (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 4-1-12,Exterior(2)4-1-12 to 7-1-12 zone;cantilever 4„ ,\ti left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber / 4), 0\ .� ei DOL=1.60 plate grip DOL=1.60 14, Q. 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 MFR R I LA- 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. EXPIRES: 12-31-2019 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 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)2=128, RILL, ,, 6=103. J O WAS 4 1 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� • --'JIe , .� .. -or �l'o '?�51398 w' SSIoNALv ' January 9,2018 ®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 bawd only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111195 B1704316 JA01 Jack-Open Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:47 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-MfLLM?jw8Xf4uKm03yP85uUl_LMfYlyP2JHdwJzx6NY 1 -1-0-0 I 1-10-15 I 4-11-2 8-0-0 1-0-0 1-10-15 3-0-2 3-0-14 Scale=1:17.1 4.00 12 3 1 5 2 al 1I 0 0 6111 LUS24 LUS24 LUS24 ill 6 7 8 4 2x4= 1-10-3 1-110115 8-0-0 1-10-3 0-0-12 6-1-1 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 0.13 Vert(LL) -0.16 2-4 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.49 2-4 >187 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:15 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=22/Mechanical,2=237/0-5-8,4=77/Mechanical ccii c Max Horz 2=47(LC 6) ,`�,``�D ()Fen Max Uplift3=-42(LC 16),2=-66(LC 6) C `NGII NE�c /� Max Gray 3=23(LC 17),2=282(LC 16),4=154(LC 5) .,,,_>-# V 29 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q 89200 P E NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 OREGON �� 3)Unbalanced snow loads have been considered for this design. 9L, ,�� k 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /O '9 P 4 20 Q� 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. itiER R I LL 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other__members. 7)A plate rating reduction of 20%has-been-applied for the green lumber members. LXP--IRES- 1-2-31-2019 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)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. RRII L 12)Fill all nail holes where hanger is in contact with lumber. , 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4Q 01 WAS , LOAD CASE(S) Standard go 3i. �, , ��1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 / ,,,,V-r:4.;'., G' Uniform Loads(plf) .*::W:',.., Vert:1-3=-64,2-4=-20 !(f , X15 4, 51398 4r r{� • GISTER 1 Ss1ONALV:‘4C' January 9,2018 I MEM A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111196 B1704316 JA09 Jack-Open 4 1 Job Reference(optional) PPoBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:48 2018 Page 1 ID:O7ONKvzBVWclwgbeZNycvhzxRl p-grvjaLkYvmxVULadfwNe61 J?IjfHICYHz1 ASmzx6NX -1-0-0 8-0-0 17-10-15 � 1-0-0 8-0-0 9-10-15 Scale=1:37.1 7, Iv 0 11 6 3x4 5 10 67 • 4.00 12 3 4 I' (9 • /S 9 2 1 otri 2x4= 8 8-0-0 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.82 Vert(LL) -0.16 2-8 >562 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.49 2-8 >187 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 7 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-3-2,5=0-1-8,6=0-1-8. tiG P R c (Ib)- Max Horz 2=286(LC 8) �(,``�D OF`s Max Uplift All uplift 100 lb or less at joint(s)2,7 except 3=-204(LC 12),5=-123(LC 8),6=-161(LC 8) r<C'S GINSk, Max Gray All reactions 250 lb or less at joint(s)8,7,5 except 2=415(LC 1),3=309(LC 1),6=380(LC 19) C v F9 194, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E 91' NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 13-7-4,Exterior(2)13-7-4 to 17-10-3 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber OREGON DOL=1.60 plate grip DOL=1.60 yL 4 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 lO -7), 14, 2.oN 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs FR non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will EXPIRES: 12-31-2019 fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5,6. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,7 except(jt=lb) 3=204,5=123,6=161. RRrLL , 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,5,6. � IWAS ��. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. O I� le, Ore 1:5 ., ` i -47 15 , 51398 O AGISTER sIONAL- January 9,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �y a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111197 B1704316 JB01 JACK-OPEN GIRDER 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:49 2018 Page 14 ID:070NKvzBVWclwgbeZNycvhzxRl p-12T6nhIAg8vo7evmANRcAJadg95MOCSiVdmk_Czx6N.W 1 -1-0-0 1 1-10-15 I 5-0-0 I 8-1-12 I 1-0-0 1-10-15 3-1-1 3-1-12 Scale=1:17.3 4.00 12 3 8 2 RI 1 k r� 0 ♦ LUS24 LUS24 LUS24 LUS24 9 10 11 12 4 3x6 = I 1-10-3 1-1pfls 8-1-12 1-10-3 0-0-12 6-2-13 Plate Offsets(X.Y1- [2:0-0-8.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.19 4-7 >512 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix-M) Weight:16 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.G` n REACTIONS. (lb/size) 3=127/Mechanical,2=160/0-5-8,4=57/Mechanical ````D PROFk-s Max Horz 2=48(LC 24) O'< `GINS 15% Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111198 B1704316 JB02 Roof Special Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:49 2018 Page 1 1D:070NKvzBVWclwgbeZNycvhzxRl p-12T6nhlAg8vo7evmANRcAJaTr91 m02EiVdmk_Czx6NW I 3-3-6 1 3-9-7 1 8-1-12 I 3-3-6 0-6-1 4-4-5 Scale:3/4"=1' 7x14 MT18H=- 4.00 4.00 1 12 2x4 I I .4111 .= 3 8 9 10 , N _ Ir'N CV 1 a — II 'T• 100A 1 101 ,s— IN ♦ 4x8% 12 73x8 II 13 14 6 4x8 = 5 I 3-3-6 j 8-1-12 I 3-3-6 4-10-6 Plate Offsets(X.Y)-- [1:0-5-1,0-2-1].[2-0-8-1 Edge],[7:0-4-12,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.10 6-7 >961 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(TL) -0.19 6-7 >479 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.65 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:37 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.183tr G TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins,except BOT CHORD 2x6 DF 2400F 2.0E 2-0-0 oc purlins(6-0-0 max.):2-4. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracinr WEBS 1 Row at midpt 2-6 QED P R OFF REACTIONS. Horz 1=1448/0-5-8, (LC 42) 6=1935/Mechanical \c; '-NG►NEL-�iMax 0A- Max Upliftl=-484(LC 10),6=-657(LC 6) �� 2-9 Max Gray 1=1546(LC 25),6=1949(LC 24) 89200PE r- FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3895/1207 BOT CHORD 1-12=-1160/3647,7-12=-1160/3647,7-13=-1160/3647,13-14=-1160/3647, 6-14=-1160/3647 Q WEBS 2-7=-333/1482,2-6=-3740/1189,3-6=-495/252 '9L 4!OREGONNt, 4. NOTES- /O ��I r 4, 2-C)e. 10".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 MFR R L- (envelope)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. EXPIRES: 12-31-2019 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 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. .0�RR1z-L ' 9 )Refer to girder(s)for truss to truss connections. ,4' ) F WAS4 `i J, 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=484, r __ �, 6=657. (-4,01),...:2,0 C 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,� 1, 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � � 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)250 lb down and 208 lb up at 3-10-4,93 lb down and 76 lb up at 4-0-12,and 184 lb down and 119 lb up at 6-0-12,and 235 lb down and 142 lb up at 7-2-7 on top jr chord,and 124 lb down and 68 lb up at 2-0-12,1036 lb down and 297 lb up at 3-0-12,and 479 lb down and 141 lb up at 5-0-12,and 4 51398 c� w� 479 lb down and 141 lb up at 7-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of C3� ��GISTER�r others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ss0NAL� � LOAD CASE(S) Standard Continued on page 2 January 9,2018 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111198 B1704316 JB02 Roof Special Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:50 2018 Page 2Y ID:070NKvzBVWcIwgbeZNycvhzxRl p-nE1 U91lpRS1 flnUzk4yrjX6ebZN_IVUrkHWHXezx6NV LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-64,2-4=-64,1-5=-20 Concentrated Loads(Ib) Vert:7=-1036(F)8=-249(6=-63)10=-149(B)11=-201(B)12=-124(F)13=-479(F)14=-479(F) ®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!TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E 1(4111199 B1704316 JC01 Jack-Open Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:50 2018 Page 1 ID:O7ONKvzBV WcIwgbeZNycvhzxRl p-n E 1 U?1IpRS1 flnUzk4yrjX6pDZNelfirkH WHXezx6NV I -1-0-0 I 1-10-15 I 5-0-0 1-0-0 1-10-15 3-1-1 Scale=1:11.6 4.00 12 3 5 A. 2 40 1 0 6 7 4 / LUS24 LUS24 „ 2x4= I 1-10-3 1-1p115 5-0-0 1-10-3 0 �2 3-1-1 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.03 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.09 2-4 >633 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=22/Mechanical,2=208/0-5-8,4=48/Mechanical Max Uplift3=-42(LC 16),2=-84(LC 6) CDs G NE FF`scS'j Max Gray 3=23(LC 17),2=252(LC 16),4=96(LC 5) ��\ �,. Fig �A FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 OREGON 3)Unbalanced snow loads have been considered for this design. '9L, 4, �� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / '9r 201 -�. non-concurrent with other live loads. Q 1 4 o: 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � ►7 R I Lk- 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12-31-2019 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)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 4-0-12 to connect truss(es)to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. LL B 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). g ,.WAS, ' `t>, LOAD CASE(S) Standard lie ii0".•.e' 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 % 4:,i., O 4 Uniform Loads(pIf) � Vert:1-3=-64,2-4=-20 Concentrated Loads(Ib) i41,.r Vert:7=-1(B) ....d 'c'* 51398 f� gel, "GIS-r1 ssIONAL C' January 9,2018 I 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 (�`t� Yl iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITTPl1 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-Stacatto D&E K4111200 B1704316 JC03 Jack-Open 1 1 Job Reference(optional) _ ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:50 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-nE1 U?1IpRS1 flnUzk4yrjX6ngZOXlfirkHWHXezx6NV -1-0-0 I 5-0-0 i 5-10-3 1 1-0-0 5-0-0 0-10-3 Scale=1:14.5 4 i 3 I 1' O 4.00 112 I 6 E' W • n N N 2 I O 1 A ,/ 5 ,/ 2x4= 1 5-0-0 i 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.03 2-5 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.09 2-5 >639 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:17 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. (Ib)- Max Horz 2=106(LC 8) f�Q�Ep P R OFFS, Max Uplift All uplift 100 lb or less at joint(s)4 except 2=-114(LC 8),3=-112(LC 12) \�� NG�NE$. cS/ Max Gray All reactions 250 lb or less at joint(s)4,5,3 except 2=299(LC 19) �� R A_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. $9200P E 9r' NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.I1;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 O OREGON tti� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 .74, 4, �Dr 3)Unbalanced snow loads have been considered for this design. /46, 1 y2.0 4 2.0 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,e, non-concurrent with other live loads. MFR R I L- V 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 Ioad.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. S12-31-2019 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 at joint(s)3. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=114,3=112. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. ORRILI, 6 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 4\ 9 OV WAS)tr, `tJ wO -4 ..-/014,:' • 'I, �0�0 �, 51398� w� �� GISTE,g -, sSIONAL �G January 9,2018 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IIOTEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not mit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M Fre k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E 1(4111201 B1704316 JDO1 Jack-Open 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:51 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-FQbsCNmRCm9WNx391oT4GkfOYzouU6y_zxFg35zx6NU I 1-9-7 3-1-4 I 1-9-7 1-3-13 Scale=1:7.8 4.00 112 2 0 1 0 9 0 4 3 2x4= 1-8-11 1 9- 3-1-4 1 1-8-11 0-0-12 1-3-13 Plate Offsets(X.Y)-- [1:0-0-8,0-0-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 1-3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.01 1-3 >999 180 TCDL 7.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix) Weight:7 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=83/Mechanical,2=70/Mechanical,3=30/Mechanical <gkED PROF�c,s, Max Horz 1=29(LC 8) ' Max Uplift1=-7(LC 8),2=-51(LC 8) �5 �NC"�NEF,4 QA- Max Gray 1=83(LC 1),2=70(LC 1),3=60(LC 5) �V' v� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E r' NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for Q CC reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 'Q OREGON Ix 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 L/ �-9 y r 90 ��� 3)Unbalanced snow loads have been considered for this design. Q 4 �Q. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MFR R L� 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. EXPI RES: 12-31-2019 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)30 lb down and 44 lb up at 1-8-11 on top chord,and 7 lb down at 1-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. RRILL 6 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,Jv t WAS `i?, LOAD CASE(S) Standard / ti -7js"..,, t; 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.150 . Uniform Loads(plf) Vert:1-2=-64,1-3=-20 Concentrated Loads(Ib) %, / Vert:2=-17(B) 415 4, 51398 w� C)., 4G/STBR �ssI� NALE,C" January 9,2018 i -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bradng MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111202 B1704316 JE01 Jack-Open Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:51 2018 Page 1 I ID:070NKvzBVWclwgbeZNycvhzxRl p-FQbsCNmRCm9WNx391oT4Gkf_zzoVU6y_zxFg35zx6NU I -1-0-0 I 2-4-11 I 5-2-12 1-0-0 2-4-11 2-10-1 Scale:1"=1' 3 > 4.0012 > 5 Ifr2 i 1 Io ♦ 6 4 LUS24 2x4= I 2-3-15 2-4-�1 5-2-12 I 2-3-15 0-6-12 2-10-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.03 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.09 2-4 >660 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=44/Mechanical,2=226/0-5-8,4=54/Mechanical Max Horz 2=54(LC 6) Max Upl ft3=-34(C10),2=-82(LC 6) C--j -- G NE - (5% Max Gray 3=47(LC 17),2=249(LC 16),4=103(LC 5) �? Qi` FR °i1_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E '9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;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 OREGON G(/. 3)Unbalanced snow loads have been considered for this design. L ,`1h 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /a '9r 14 2� ,.i- non-concurrent with other live loads. /1/ ..RR _ �y 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. FR R'L_ V 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been-applied for the green lumber members NIR 1-2-31-2019 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)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 2-0-12 from the left end to connect truss(es)to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. c� LL & 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,w' ,.WAS `il, LOAD CASE(S) Standard J05?"?O'' "lot:" ., 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 -r , Uniform Loads(plf) Vert:1-3=-64,2-4=-20 Concentrated Loads(Ib) -jar Vert:6=-12(B) •-t1� 51398 �� O - 0/S'I ER� ,(-4,SroNAL ti46 January 9,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Nigel(' 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 ANS9TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Oty Ply PLH-Stacatto D&E K4111203 B1704316 JX01 Jack-Open Girder 4 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:52 2018 Page 1 ID:O7ONKvzBVWclwgbeZNycvhzxRl p-jd9EPin3z3HN_5eLsV?JoyC9jM3pDZC8Bb?ObXzx6NT I -1-0-0 1 1-10-15 I 4-11-2 I 8-0-0 1-0-0 1-10-15 3-0-2 3-0-14 Scale=1:17.1 4.00 112 3 5 2 5 0 1 i k0 LUS24 LUS24 LUS24 / 6 7 8 4 i/ 2x4= I 1-10-3 1-18T15 8-0-0 I 1-10-3 0-0-12 6-1-1 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.16 2-4 >562 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.49 2-4 >187 180 BCLL 0.0 * Rep Stress lncr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=22/Mechanical,2=237/0-5-8,4=77/Mechanical p P R Open Max Horz 2=47(LC 6) C�� Max Uplift3=-42(LC 16),2=-66(LC 6) �` is GENE ! Max Gray 3=23(LC 17),2=282(LC 16),4=154(LC 5) C\ �N F,9 Ol' 4(4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E '9f NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;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 OREGON 3)Unbalanced snow loads have been considered for this design. "71+ 21 IX /, 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs / '9r r�Q� non-concurrent with other live loads. Q 14, 06.A..* 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MFR R Il-k- 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. EXPI RES: 12-31-2019 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)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. 1 RILL, ,, 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Jlr OV WASp,, J LOAD CASE(S) Standard ; `Wf'J 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 A O � . . Uniform Loads(plf) • -. i Vert:1-3=-64,2-4=-20 r,0 k�51398 c� <SSIONAL VBG January 9,2018 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. -- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' ,AA Yl iTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII 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-Stacatto D&E K4111204 B1704316 JX06 Jack-Open 4 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:53 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-Bpjcd2ohkNPEcFDXPDWYL9kAYmQpyOSHQFkx7zzx6NS I -1-0-0 i 8-0-0 I 12-0-0 1-0-0 8-0-0 4-0-0 Scale=1:25.5 5 4 14 4.00 l v O 3 • 9 • 8 V V • V v v Acn 7 2 v1 I 2x4= 6 I 8-0-0 I 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.16 2-6 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.49 2-6 >187 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2012/TPI2007 (Matrix) Weight:30 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,6=Mechanical. (lb)- Max Horz 2=195(LC 8) <��ED OF�`Sd' Max Uplift All uplift 100 lb or less at joint(s)except 2=-125(LC 8),3=-171(LC 12),4=-147(LC 9) 5 NGtI NEF /0 Max Gray All reactions 250 lb or less at joint(s)6 except 2=417(LC 19),3=266(LC 19),4=349(LC 19) �� /9 29 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-9-1,Exterior(2)7-9-1 to 12-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 A_OREGON t(/� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 -L, "� NI'' 3)Unbalanced snow loads have been considered for this design. /Q '9r4 20 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q' non-concurrent with other live loads. MFR R 10, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. _ EXPIRES: 12-31-2019 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 at joint(s)3,4. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 125 lb uplift at joint 2,171 lb uplift at joint 3 and 147 lb uplift at joint 4. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. ,BRILL , 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ♦` ) WAS �..f- A�h � 8 w� GISTE5139R �4,SSrONAL VG January 9,2018 I ®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 onlywith MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not fedi a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111205 B1704316 JX07 Jack-Open 6 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:53 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-Bpjcd2ohkNPEcFDXPDWYL9k9dmQpyOSHQFkx7zzx6NS 1 -1-0-0 1 8-0-0 i 10-0-0 I 1-0-0 8-0-0 2-0-0 Scale=1:21.6 4 Iv Y 3 , 3 3 4.00 12 • A • 8 A 7 0 N � (+f M 6 2 O 1 WI h o 2x4= 5 8-0-0 I 8-0-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.16 2-5 >562 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.49 2-5 >187 180 BCLL 0.0 * Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 0-1-8 except(jt=length)2=0-5-8,5=Mechanical. PR (Ib)- Max Horz 2=168(LC 8) <Q"ED 4F�c�, Max Uplift All uplift 100 lb or less at joint(s)4 except 2=-134(LC 8),3=-200(LC 12) � ` G NE tSj Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=425(LC 19),3=380(LC 19) (_,N. LN F9 �� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E 9r 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 5-8-5,Exterior(2)5-8-5 to 9-11-4 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON�di, � �4(/� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B -12...;Fully Exp.;Ct=1 -12...3)Unbalanced snow loads have been considered for this design. / '9 Q 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q r Y 4+ 2 `yA� non-concurrent with other live loads. MR R i L� V` 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 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 at joint(s)4,3. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=134,3=200. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,3. RRJLL, & 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Jc1� OV WASI,. tJ W0 t{; ♦0 '� .. , J r A,0© �F51398 w� rtGJSTE= �ssr0NAL-c�G January 9,2018 -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK 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 �►A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek` 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 ANSIRPI1 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-Stacatto D&E K4111206 B1704316 JY01 Jack-Open Girder 4 1 Job Reference(optional) i. ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:53 2018 Page 1 I D:070 NKvzBV WclwgbeZNycvhzxRl p-Bpjcd2ohkNPEcFDXPDWYL9kKTmP2y0SHQFkx7zzx6NS 1 -1-0-0 1 1-10-15 I 4-11-2 8-0-0 1-0-0 1-10-15 3-0-2 3-0-14 Scale=1:17.1 4.00 12 3 , 5 / 2 > e r — — — — — /� ci 0 1 Wil o ♦ LUS24 6 LUS24 LUS24 7 8 4 2x4= 1-10-3 1-19,15 8-0-0 I 1-10-3 0-0-12 6-1-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.16 2-4 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.49 2-4 >187 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight 15 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=22/Mechanical,2=237/0-5-8,4=77/Mechanical , cc Max Horz 2=47(LC 6) ,`!(,`` D^ OFCss Max Uplift3=-42(LC 16),2=-66(LC 6) c,'<(;(‘ O NG,INEFI? /� Max Gray 3=23(LC 17),2=282(LC 16),4=154(LC 5) �� [':3‘9G2 R 2-if... FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60Cr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 O OREGONto IL 3)Unbalanced snow loads have been considered for this design. Zj \� A, 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /O '9r y 4 2.0 Q+ 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. FR R 1 LA- 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members — —EXPIRES: -12-31-2019 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)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)to front face of bottom chord. RRIj j 12)Fill all nail holes where hanger is in contact with lumber. t1. B 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). v WAS `t" b-Ii• -..dp LOAD CASE(S) Standard // C>O 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 ` , ` � ,� Uniform Loads(plf) i Vert:1-3=-64,2-4=-20 it'r ��o k�51398 wt .{' ciST :W �wSIONALti\AC' January 9,2018 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. tat Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITIPII Quality Criteria,DSB49 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-Stacatto D&E K4111207 B1704316 JY05 Jack-Open 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:54 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-f?H?gOoJVhX5EPokzwl ntNHKIAm2hShRfvUVgPzx6NR 1 -1-0-0 i 8-0-0 I 9-10-3 I 1-0-0 8-0-0 1-10-3 Scale=1:21.3 4 r Y o 3 4.00 112 . • • 8 • 7 .. r+ 6 2 a 1 i Q 2x4 = 5 1 8-0-0 I 8-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.16 2-5 >562 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.49 2-5 >187 180 TCDL 7.0 Rep Stress Ina- YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:27 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. P R (Ib)- Max Horz 2=166(LC 8) �QIED OFFS, Max Uplift All uplift 100 lb or less at joint(s)4 except 2=-135(LC 8),3=-197(LC 12) 5� !w`GINE rS4 Max Gray All reactions 250 lb or less at joint(s)4,5 except 2=426(LC 19),3=374(LC 19) �\ V` Fip r�A FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1� 89200 P E f NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-6-8,Exterior(2)5-6-8 to 9-9-7 zone;cantilever left Li and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 A.OREGON �/� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 -L, 3)Unbalanced snow loads have been considered for this design. l 4)e 2.ON 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q 4+ ell,: non-concurrent with other live loads. /111:1R I IA- 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPI RES: 12-31-2019 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 at joint(s)3. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 2=135,3=197. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. LL 6q� 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .4)` .WASI ,r> '�i>, � `i 1 ,, C' 4,51398 ,w� G/STBR ▪�SSIONAL 8 � January 9,2018 1 -- WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M167473 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 MiTek' building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/PII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111208 B1704316 JZO1 Jack-Open Girder 4 1 Job Reference(optional) s ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:54 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-f?H?gOoJVhX5EPokzwl ntNHWQAo2hShRfvUVgPzx6NR -1-0-0 I 1-10-15 I 4-0-0 1-0-0 1-10-15 2-1-1 Scale=1:9.7 3 5 6.00 112 a: 2 4 rn v a 1 6 4 . . 2x4 = 1-10-3 1-10-15 4-0-0 1-10-3 0-0-12 2-1-1 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 0.12 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.04 2-4 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=47/Mechanical,2=191/0-3-12,4=38/Mechanical ei Max Horz 2=61(LC 10) ,`("IN . OF , Max Uplift3=-50(LC 10),2=-45(LC 10) 0.4G IN / Max Gray 3=47(LC 17),2=226(LC 16),4=76(LC 5) ,: E. O�9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E 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;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 ti 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 OREGON /-4/44" 3)Unbalanced snow loads have been considered for this design. ,L ,\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 /^ '9r 4 Z0 � non-concurrent with other live loads. v/1-1R - �i 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R R'L- V 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. — — - 7)A plate rating reduction of 20%has been applied fur the green lumber members. EXPIRES. 12-31-2019 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)3,2. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)32 lb down and 40 lb up at 1-10-3 on top chord,and 8 lb down at 2-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of cF.RRiLL g others. 1`" 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). J� OV WASk f� LOAD CASE(S) Standard a C� �' 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 '"i ;?�` Uniform Loads(plt) c. Vert:1-3=-64,2-4=-20 Concentrated Loads(lb) lyr Vert:3=-18(F) AA ,� 51398w� �SSI�NAL EAG January 9,2018 1 ®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 onlyupon 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 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-Stacatto D&E K4111209 B1704316 SA03 Jack-Open 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:55 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-7CgN2kpxG_gyrZNwXdYOQagbfaCfQvxauZD2Cszx6NQ -1-0-0 I 2-0-0 5-10-15 I 1-0-0 2-0-0 3-10-15 Scale=1:14.9 3 �' 4 0 0 4.00 112 5 0 0 M rn N 9 N 2 ri 0 i 1 ,/ '/ 2x4= 4 I 2-0-0 I 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=180/Mechanical,2=278/0-5-8,4=19/Mechanical Max Upl ft3=Max Harz 107$(0812) 2=-138(LC 8) Co` ‘..‘G G NE FF`r�' Max Gray 3=213(LC 19),2=290(LC 19),4=39(LC 5) ,� V` F9 0A_ "ifFORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON lti� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 12- 3)Unbalanced snow loads have been considered for this design. / '474. 2.0\ -4,� 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Q r 4+ �P non-concurrent with other live loads. MFR R 1 0- 5)This truss has been designed for a 10.0psf bottom chord live loadnonconcurrent o concurrent with anyother live loads. 9 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPI RES: 12-31-2019 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)3=118, 2=138. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. `FR�LL eq ,. 1Vov WASArt `tj, ` ' SWC"O 16 � s `%,� ' .401111 �ci ,P 4 51398 w� .,s,S%%NAL VOCs January 9,2018 __ I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIS REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/7PII 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-Stacatto D&E K4111210 B1704316 SB04 Jack-Open 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 a Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:55 2018 Page 1 II ID:070NKvzBVWclwgbeZNycvhzxRlp-7CgN2kpxG_gyrZNwXdYOQagXoaCfQvxauZD2Cszx6NQ -1-0-0 i 2-0-0 7-0-10 1-0-0 2-0-0 5-0-10 Scale=1:17.0 3 it V 0 4.00 112 7 vi .. 6 in °4 N 5 9 N 2 g1 ri ,/ 2x4 = 4 2-0-0 I 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=217/Mechanical,2=314/0-5-8,4=19/Mechanical r1G c Max Horz 2=124(LC Max Uplft3=142(C812),2=-155(LC 8) GI) NS F`ss/ Max Gray 3=263(LC 19),2=330(LC 19),4=39(LC 5) �� [i� F9 el, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. Q 89200P E 9r' NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 2-8-15,Exterior(2)2-8-15 to 6-11-14 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON 4(/� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 71- ,`Q ,` 3)Unbalanced snow loads have been considered for this design. lO '9y 1 4 2. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ...Oct:— non-concurrent with other live loads. /1/ 1:1 R 1 LL V 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 alt areas where a rectangle 3-6-0 tall by 2-0-0 wide will - - fit between the bottom chord and any other members. EXPIRES 12-31-2019 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)3=142, 2=155. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,".KRILL .&q' 4"'..S) oo WAS, :`ij, T. rte, X16 .F51398tioxw� GISTBR 4.,s�ONAL VAC" January 9,2018 -- AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ANTEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit 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 Ii� Yl iTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITIPII Quality Criteria,DSB-09 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-Stacatto D&E K4111211 B1704316 SB05 Jack-Open 1 1 __ Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:56 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRlp-bOOIF4gZOIooTiy65L3FzoMhc Yu9MBk6Dzbklzx6NP 2-0-0 7-0-10 I 2-0-0 5-0-10 Scale=1:17.0 2 ,' \' 4 Or 0 4.00 12 4 rn N M N 1 O -/ ,/ 2x4= 3 I 2-0-0 I 2-0-0 LOADING(psf TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.00 1 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 1-3 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight 13 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=242/0-5-8,2=222/Mechanical,3=19/Mechanical Ep PROF Max Horz 1=106(LC 8) GQl Max Upliftl=-97(LC 8),2=-144(LC 8) ��`` GINE `ScS/ Max Gray 1=252(LC 19),2=259(LC 19),3=39(LC 5) �� VN ER DA_ FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for CZ- reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON�� oto 7L2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 7L3)Unbalanced snow loads have been considered for this design. / '9r r�Q 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4+ V� 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 41/ FIR I L� fit between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. EXPI RES: 12-31-2019 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) 2=144. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,RRiLL & ao WASE 5, �. . :i4�'� ,,g‘°‘-i'.. :1)8;'' 51398 k. � �� ISTER� �` vSSJONAL E�� January 9,2018 1 -- 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 Nigel(' iTek_ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111212 81704316 SCO2 Jack-Open 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:56 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-bOOIF4gZOlooTiy65L3FzoMgt_Yr9MBk6Dzbklzx6NP I 2-0-0 3-10-15 I 2-0-0 1-10-15 Scale=1:11.4 2 , ,�4,0 PROFFs 4.00 112 ' 4 . NGINE9 s. /O 2 4t 89200PE c - 0 OREGON /�e , /Oo <�jfr14, 20 4 J, il 1111111111111ii 52_ Iii'FR R 11-\- 2x4 = EXPIRES: 12-31-2019 3 1 2-0-0 I 2-0-0 Plate Offsets(X,Y)-- [1:0-0-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 1 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 1-3 >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=143/Mechanical,2=123/Mechanical,3=20/Mechanical Max Horz 1=59(LC 8) Max Uplift1=-48(LC 8),2=-80(LC 8) Max Gray 1=144(LC 19),2=130(LC 19),3=40(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;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 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.0psf 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. -- 6)A plate rating reduction of 20%has been-applied for the green lumber members 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. t RKrLI, 8q ,,.$' ibF WAS `-t , z'4,1 ,,,-.er ' i 4,mo O 4 ,:k' 110 ,i,�51398JSTEg� �� O ,S+SfONALE�� January 9,2018 -- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111213 B1704316 SDO1 Jack-Open 2 1 Job Reference(optional) AroBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:57 2018 Page 1 I D:070NKvzBV WclwgbeZNycvhzxRl p-3ay7TQrCncwf5sXJe2aUV?v0BNt7upRtLti9Gkzx6NO -1-0-0 1-10-15 -0-Q 1-0-0 1-10-15 1-1-1 Scale=1:7.8 3 5 4.00 112 2 1 rn 0 4 2x4 = 1-10-15 -0-Q 1-10-15 -1-1 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 0.08 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:7 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=165/0-5-8,4=19/Mechanical,3=40/Mechanical GC ED PROFcc Max Horz 2=48(LC 8) '``� `0(9 Max Uplift2=-87(LC 8),3=-29(LC 12) Gj ` GENE Max Gray 2=185(LC 18),4=39(LC 5),3=42(LC 19) ,�� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E T"- NOTES NOTES- 1) - 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON <(/� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 71- 2! 3)Unbalanced snow loads have been considered for this design. / -7 r ZQ1 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs A 4+ non-concurrent with other live loads. MFR R'L- V 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 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)2,3. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. t�RRTLL q� J� OF WASFt,,�Vt>, • - I 51398Rw� err �, �GIS7'E � SSIONAL� January 9,2018 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mil-ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111214 81704316 SE01 Jack-Open Girder 2 1 Job Reference(optional) 4 ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:57 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-3ay7TQrCncwf5sXJe2aUV?v1?Ns4upRtLti9Gkzx6NO I 1-10-15 2-5-12 i 1-10-15 0-6-13 )( Scale=1:7.8 4.00 12 2 1 • rn 0 3 2x4 = 4 LUS24 i 1-10-15 i 2-5-12 1-10-15 0-6-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 1-3 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.14 Vert(TL) -0.01 1-3 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:6 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-5-12 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=134/0-5-8,2=52/Mechanical,3=32/Mechanical ED PROF Max Horz 1=29(LC 6) 4� Fs Max Uplift/=-23(LC 6),2=-35(LC 6) \�� NGIINEF `r/0 Max Gray 1=134(LC 1),2=52(LC 1),3=50(LC 5) �� /4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E 9r NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone;cantilever left and right exposed;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 OREGON l,V� 3)Unbalanced snow loads have been considered for this design. L 4, ,\� ,� 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / '9y 2.° -� 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q AI r 4 i �yP fit between the bottom chord and any other members. R R 10- V 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections _ 8)Provide mechanical connection(by-others)-of-truss to bearing plate capable-of-withstanding-400 lb uplift at joint(s)1,2. EXPIRES:--12-31-2019 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent at 0-6-8 from the left end to connect truss(es)to back face of bottom chord. 11)Fill all nail holes where hanger is in contact with lumber. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). outfit B LOAD CASE(S) Standard *Q ,v WAS ` 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 �.0 Uniform Loads(plf) /. Oji; 1p !� Vert:1-2=-64,1-3=-20 .� .. Concentrated Loads(Ib) - ''d Vert:4=-70(B) 1P 1P 5:398 cy� Off, �GSTER� �s%NALV^ C' January 9,2018 I --AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-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 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-Stacatto D&E K4111215 B1704316 SX03 Jack-Open 4 1 Job Reference(optional) AroBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:57 2018 Page 1 I D:07ONKvzBV WclwgbeZNycvhzxRl p-3ay7TQrCncwf5sXJe2aUV?vw8Nt7upRtLti9Gkzx6NO -1-0-0 I 2-0-0 I 5-10-15 I 1-0-0 2-0-0 3-10-15 Scale=1:14.9 3 �' R Y 0 4.00 112 5 0 ci ci N N 2 1 rik 1 ►/ ,/ 2x4= 4 I 2-0-0 I 2-0-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.00 2 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2012/TPI2007 (Matrix) Weight:13 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=180/Mechanical,2=278/0-5-8,4=19/Mechanical D PROF Max Horz 2=107(LC 8) G�E �s Max Uplift3=-118(LC 12),2=-138(LC 8) �� C� _`GINE / Max Gray 3=213(LC 19),2=290(LC 19),4=39(LC 5) �`" Fe4 t�A FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 4� 8920C}P E 9t� NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 OREGON !VCr 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 74- 4 3)Unbalanced snow loads have been considered for this design. /Q '9 r 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs 4+ 2 A� non-concurrent with other live loads. M`R R'L- V`" 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 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)3=118, 2=138. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. AF.RRILL eq S� WA/AS/ft ??, • 44. ,',ft, 4, 51398,0 s SS'ONAL VBG January 9,2018 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMIC REFERENCE PAGE MII-7473 rev.10/07/2015 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 MI. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111216 B1704316 SY03 Jack-Open 4 1 Job Reference(optional) i ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:58 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-YnVWgmsgYv2VM05VCm6j2DR5unDMdGhOaXSipBzx6NN I -1-0-0 1 2-0-0 5-10-15 I 1-0-0 2-0-0 3-10-15 Scale=1:14.9 3 " Of 4.00 112 5 0 0 N 2 111 1 6/ 2x4= 4 I 2-0-0 I 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Ina- YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2012/TP12007 (Matrix) Weight:13 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=180/Mechanical,2=278/0-5-8,4=19/Mechanical Max Horz 2=107(LC 8) •C C-1.EO OF�S,�, Max Uplift3=-118(LC 12),2=-138(LC 8) Gtf NE / Max Gray 3=213(LC 19),2=290(LC 19),4=39(LC 5) �� i, FR Q,29 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 89200 P E t' NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 A_OREGON �� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �L, ". �IX 3)Unbalanced snow loads have been considered for this design. /O '9r 4 2O ~~4- 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs /� �Q` non-concurrent with other live loads. "r R R I L,� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.0psf on the bottom chord_in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will __ ____ ft between the bottom chord and any other members. �AP�RES: 2-31-2(]19 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=1b)3=118, 2=138. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Rx1x L -,.-1m�, ..,. �0�e �,�51398� k� A LISTER ,e, �S�IDNAL.�G January 9,2018 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111217 B1704316 SZO1 Jack-Open 4 1 Job Reference(optional) 'roBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:53:58 2018 Page 1 ID:O7ONKvzBVWclwgbeZNycvhzxRl p-YntWgmsgYv2W05VCm6j2DRBynDLdGhOaXSipBzx6NN I -1-0-0 1 1-10-15 200Q 1-0-0 1-10-15 0-1- 1 Scale=1:9.6 3 5 6.00112 ATI A 2 M a 1 o " 4 '/ 2x4= 1-10-15 21-0-0 1-10-15 0-1-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in floc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2-4 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:7 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 2=164/0-3-12,4=20/Mechanical,3=42/Mechanical G c Max Horz 2=62(LC 12) �(,Q\`D P R�F`s Max Uplift2=-52(LC 12),3=-35(LC 12) � c� GENE / Max Gray 2=183(LC 18),4=39(LC 5),3=43(LC 19) C� tLN FR 02 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE -57_.NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for CC reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 fl 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 92- 2!OREGON 41 A,(/ 3)Unbalanced snow loads have been considered for this design. / '9 0 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 Q r 14+ 2 P�' non-concurrent with other live loads. MFR R O. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 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)2,3. 10)"Fix heels only Member end fixity model was used in the analysis and design of this truss. LL e J' ) oo WAS1j 4>, Quo ' �.00,0e:-..-t, � . `t., 4�51398 wt' rte GISTER SS'ONAL EAG January 9,2018 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7/73 rev.10/03/2015 BEFORE USE. 111— 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/iPI1 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-Stacatto D&E K4111218 B1704316 X01 CALIFORNIA GIRDER 1 2 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:00 2018 Page 1 I D:O7ONKvzBV WcIwgbeZNycvhzxRl p-U9eG5St44Xl EyKFu KB8B7eXMkbiu5_RJ1 rxpt3zx6NL 11-0-0i 7-2-0 7110-1 15-0-0 I 22-1-1 2 -1 30-0-0 31-0-01 1-0-0 7-2-0 0-8-15 7-1-1 7-1-1 0-8-15 7-2-0 1-0-0 Scale=1:54.4 5x8 % 4.00 12 3x10 = 5x8 3,2 [51 13 c3 1415E3 16 g 17 rj1819 E ] 20 2v� Vii, N1 N 411 tJ . v 7 ]V p R ►—� O 3x10 = 22 23 24 11 25 26 27 28 10 9 29 30 31 8 32 33 34 3x10 = 3x6= 5x12 MT18H= 3x6 2x4 I I I 7-2-0 I 15-0-0 22-10-0 I 30-0-0 I 7-2-0 7-10-0 7-10-0 7-2-0 Plate Offsets(X,Y)-- [3:0-2-12,0-2-8].[5:0-2-12.0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.36 10 >983 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.90 Vert(TL) -0.80 10 >442 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.16 6 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:304 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 3-11-15 oc purlins,except 3-5:2x6 DF No.2 2-0-0 oc purlins(4-10-14 max.):3-5. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brad , p PR WEBS 2x4 d G REACTIONS. (lb/size) t 2=2546/0-5-8,6=2546/0-5-8 c.?. '7 I N EF-,...S.0`r�0A_ Max Horz 2=-51(LC 53) �� v.9 Max Uplift2=-627(LC 6),6=-627(LC 7) 4..c 89200PE Max Gray 2=2876(LC 29),6=2876(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-7623/1689,3-12=-7054/1639,12-13=-7054/1639,13-14=-7054/1639, 14-15=-7054/1639,15-16=-7054/1639,4-16=-7054/1639,4-17=-7054/1639, Q Q 17-18=-7054/1639,18-19=-7054/1639,19-20=-7054/1639,20-21=-7054/1639, "4740 OREGON�t �<(/ 5-21=-7054/1639,5-6=-7623/1689 BOT CHORD 2-22=-1581/7144,22-23=-1581/7144,23-24=-1581/7144,11-24=-1581/7144, /O Y 4, ZO 11-25=-2533/10028,25-26=-2533/10028,26-27=-2533/10028,27-28=-2533/10028, MFR R ILA- el 10-28=-2533/10028,9-10=-2533/10028,9-29=-2533/10026,29-30=-2533/10028, 30-31=-2533/10028,8-31=-2533/10028,8-32=-1530/7143,32-33=-1530/7143 33-34=-1530/7143,6-34=-1530/7143 EXPIRES: 12-31-2019 WEBS 3-11=-100/1348,4-11=-3301/1109,4-10=0/735,4-8=-3301/1108,5-8=-100/1347 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. RRII t Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. j.[ e Webs connected as follows:2x4-1 row at 0-9-0 oc. .4� V WAS q.1� 2)All loads are considered equally applied to ail plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply O connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 00, +� !., C.� 933)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 `, jf 4x.-.. O (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 \/ 5)Unbalanced snow loads have been considered for this design. /tOJ� 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Arp 51398 w� non-concurrent with other live loads. O� ��GIST Eg� 7)Provide adequate drainage to prevent water ponding. v'3, Cy 8)All plates are MT20 plates unless otherwise indicated. SIONALE ' 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 January 9,2018 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERENCE PAGE MII-7473 rev.IW03/2015 BEFORE USE. mll 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-Stacatto D&E K4111218 B1704316 X01 CALIFORNIA GIRDER 1 f� 2 Job Reference(optional) YroBuild Beaverton Truss, Beaverton,oR 97007 7.640 S Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:00 2018 Page 2 I D:070NKvzBV WclwgbeZNycvhzxRl p-U9eG5St44Xl EyKFuKB8B7eXMkbiu5_RJ 1 rxpt3zx6NL NOTES- 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)except(jt=lb)2=627,6=627. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)354 lb down and 234 lb up at 7-11-12,322 lb down and 201 lb up at 10-0-12,228 lb down and 174 lb up at 12-0-12,228 lb down and 174 lb up at 14-0-12,228 lb down and 174 lb up at 15-11-4,228 lb down and 174 lb up at 17-11-4,and 322 lb down and 201 lb up at 19-11-4,and 354 lb down and 234 lb up at 22-0-4 on top chord,and 114 lb down at 2-0-12,114 lb down at 4-0-12,114 lb down at 6-0-12,114 lb down at 8-0-12,114 Ib down at 10-0-12,114 Ib down at 12-0-12,114 Ib down at 14-0-12,114 lb down at 15-11-4,114 lb down at 17-11-4,114 Ib down at 19-11-4,114 lb down at 21-11-4,114 lb down at 23-11-4,and 114 lb down at 25-11-4,and 114 lb down at 27-11-4 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=-64,5-7=-64,2-6=-20 Concentrated Loads(Ib) Vert:9=-57(F)12=-255(F)13=-255 14=-158 16=-158 17=-158 19=-158 20=-255 21=-255(F)22=-57(F)23=-57(F)24=-57(F)25=-57(F)26=-57(F)27=-57(F)28=-57(F) 29=-57(F)30=-57(F)31=-57(F)32=-57(F)33=-57(F)34=-57(F) ®WARNING-Ven/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.1 LV03/2015 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 M Frei(' 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/71.11 Quality Criteria,DSB-89 and BCSI Building Component 250 Rug 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-Stacatto D&E K4111219 B1704316 X02 CALIFORNIA 1 1 Job Reference(optional) 4, ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:02 2018 Page 1 ID:070NKvzBVWcIwgbeZNycvhzxRl p-QYIOW7vKc8YyBdPGRbAfC3cgfOStZ_XcV9Qwyyzx6NJ 1 0 0 5-10-11 9-2-0 9 10-1 I 15-0-0 20-1-1 2 -10 24-1-5 30-0-0 1-0-0 T1-0-01 5-10-11 I 3-3-5 0T-8-15 5-1-1 5-1-1 0-8-15 3-3-4 { 5-10-11 �1-00 Scale=1:54.4 5x12% 4.00 12 3x10 = 5x12 4 6 17 X18 19 `z6 20 2156 22 j ] 2 2x4� 000ECM2x4 15 3 7 24 14 25 ry vzi of 2 I 8 9 0 oI -- ® � '� Io �� 4x12 = 13 12 11 10 4x12 = 3x8= 5x12 MT18H B = 3x8= W 2x4 I I I 9-2-0 I 15-0-0 I 20-10-0 I 30-0-0 I 9-2-0 5-10-0 5-10-0 9-2-0 Plate Offsets(X.Y)-- [2:0-0-0.0-0-4].[8:Edge.0-0-4],[10:0-2-8,0-1-8].[13:0-1-15.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.55 12 >644 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.68 Vert(TL) -0.90 12 >393 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.39 Horz(TL) 0.25 8 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:137 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 1-7-8 oc purlins,except 4-6:2x6 DF No.2 2-0-0 oc purlins(2-4-4 max.):4-6. BOT CHORD 2x4 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 6-1-11 oc braci - WEBS 2x4 DF OTHERS 2x4 DF Notl&Btr G WEBS 1 Row at midpt 5-13,5-10 \���0=G PR�/�4nss/O REACTIONS. (lb/size) 2=2082/0-5-8,8=2082/0-5-8 �� �` R v9 Max Horz 2=-64(LC 17) 89200PE Max Uplift2=-655(LC 8),8=-655(LC 9) Max Gray 2=2500(LC 31),8=2500(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-14=-6139/1632,14-15=-6043/1640,3-15=-5967/1646,3-4=-5818/1604, Q Cr 4-16=-5490/1556,5-19=-5490/1556,5-20=-5490/1556,020-21=-5490/1556,0/ 21 229-5490/01/5566 �L,/ -. OREGON Ix �!(/ 22-23=-5490/1556,6-23=-5490/1556,6-7=-5818/1604,7-24=-5967/1646, Q y 4, 2 i 24-25=-6043/1640,8-25=-6138/1632 M �P BOT CHORD 2-13=-1524/5699,12-13=-1834/6677,11-12=-1834/6677,10-11=-1834/6677, RRIL�- 8-10=-1473/5699 — WEBS 3-13=-451/256,4-13-162/801,5 13-1-521/554,5-1a :-- EXPIRES: 12-31-2019 7-10=-451/258 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-0-14,Exterior(2)5-0-14 to 9-3-12,Interior(1) 13-6-11 to 16-5-5,Exterior(2)20-8-4 to 31-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for �1 vs�RRILL 6 Jv reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 v WA$N,' 4" 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 O `QVC <I, 3)Unbalanced snow loads have been considered for this design. 0,46.-,.A -Q • 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs „ non-concurrent with other live loads. • • •oiiiiir., 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. O/ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,•051398 w� 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 24, ��GFSTER� fit between the bottom chord and any other members. 6" 9)A plate rating reduction of 20%has been applied for the green lumber members. S°ZONAL V. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=655, 8=655. Continued on page 2 January 9,2018 I ®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 MiTekS connectors.This design is based only upon parameters shown,and is for an individual building component,not hut 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 k MiTe ' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITTP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Bug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111219 B1704316 X02 CALIFORNIA 1 1 Job Reference(optional) -roBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:02 2018 Page 2 ID:O7ONKvzBV WclwgbeZNycvhzxR1 p-QYIOW7vKc8YyBd PGRbAfC3cgfOStZ_XcV9Qwyyzx6NJ NOTES- 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)418 lb down and 265 lb up at 9-11-12,314 lb down and 202 lb up at 12-0-12,314 lb down and 202 lb up at 14-0-12,314 lb down and 202 lb up at 15-11-4,and 314 lb down and 202 lb up at 17-11-4,and 418 lb down and 265 lb up at 20-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,6-9=-64,2-8=-20 Concentrated Loads(Ib) Vert:16=-319(F)17=-221 19=-221 20=-221 22=-221 23=-319(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. fall Design valid for use only with MiTekSl connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent braang MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111220 B1704316 X03 California 1 1 Job Reference(optional) a ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:03 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-ukJOjTvzNRgppn_S?JhulG9w_omClOgmjo9TUOzx6Nl 1 0 0 5-10-11 9-3-12 11-9-7 11-1I -15 15-0-0 18-1-1 18-2-9 20-8-4 24-1-5 30-0-0 1-0-0 T1-0-01 5-10-11 3-5-1 2-5-11 0-t--8 3-1-1 1 3-1-1 0-t 8 2-5-11 3-5-1 1 5-10-11 1-0-0 Scale=1:54.4 2x4 11 2x4 H 4.00 1 12 5x8 22 5 7 3x8 = 10 11 2323 5x8 4 2x4 21 1 _xi 8iszt 6ayl®I \\�—. 24 2x4 i . 12 13 3 v ry ' 20 25 n 2 14 51 ® TPAt5 V O = 5 17 3x10= 19 18 16 3x10 = 3x8 = 5x12 MT18H= 3x8 = 2x4 I 9-3-12 1 15-0-0 1 20-8-4 30-0-0 I 9-3-12 5-8-4 5-8-4 9-3-12 Plate Offsets(_X.Y)-- [2:0-0-0.0-0-0].[14:0-0-0.0-0-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.64 Vert(LL) -0.30 18 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.61 2-19 >579 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.18 14 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:143 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 2-6-12 oc purlins,except 4-12:2x6 DF No.2 2-0-0 oc purlins(4-1-11 max.):4-12. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-5-1 oc bracin. WEBS 2x4DFStdG •c(9 ° PRQp 4. cp REACTIONS. (lb/size) 14=1351/0-5-8,2=1351/0-5-8 acs;. tNC"INEFA? `p2 Max Horz 2=83(LC 16) Max Uplift14=-396(LC 9),2=-396(LC 8) 89200PE 9r Max Gray 14=1766(LC 31),2=1766(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-20=-3964/829,3-20=-3873/843,3-21=-3495/773,4-21=-3433/781,4-6=-3270/814, 6-8=-3270/814,8-9=-3270/814,9-12=-3270/814,12-24=-3433/781,13-24=-3495/773, Q 13-25=-3873/843,14-25=-3964/829 -IL ifOREGON\b` /N40 BOT CHORD 2-19=-789/3653,18-19=-810/3598,17-18=-810/3598,16-17=-810/3598,14-16=-722/3653 WEBS 3-19=-407/198,4-19=-69/554,8-19=-818/271,8-16=-818/270,12-16=-68/554, �O A y 14/ 1:1R11.-\-' 4, 2° Q# 13-16=-407/199 '✓/ 1:1 R 1�\-' __ NOTES- -_-__-_ _ --- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf - . - ;Cat.It;Exp B;enclosed;MWFRS EXPIRES: 12-31-2019 (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 7-8-0,Exterior(2)7-8-0 to 22-4-0,Interior(1)22-4-0 to 28-0-0 zone;cantilever 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 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs RRILL 6 non-concurrent with other live loads. J� WAS, 5)Provide adequate drainage to prevent water ponding. O I1 j� 6)All plates are MT20 plates unless otherwise indicated. _ Cl '{� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /f ,'_ �_ 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will L . `� fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. -•cr 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 4'P1': fi 51398 14=396,2=396. Q �� FST ER� 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. v-, �S 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. SIGNAL January 9,2018 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7173 rev.10/03/2015 BEFORE USE. rill, Design valid for use only with MiTeke connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSII1PI1 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 0 tY PlyPLH-Stacatto D&E 1 K4111221 B1704316 X04 CALIFORNIA GIRDER 1 ,{, 2 Job Reference(optional) NroBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:05 2018 Page 1 I D:070NKvzBV WclwgbeZNycvhzxRl p-g7R989xDv3wX258r6kkMghEDXcXOmC92B6eaZHzx6NG 11-0-01 7-2-0 7110-1 15-0-0 I 22-1-1 2 -10-p 30-0-0 31-0-01 1-0-0 7-2-0 0-8-15 7-1-1 7-1-1 0-8-15 7-2-0 1-0-0 Scale=1:54.4 5x10% 4.00 12 4x8= 5x10 3 2 _� 13 :� 14 15�_ 16 4- 17 _�18 19 _� 20 ►_ 2 y� N 2 6 N O �� �� 1. 7 O qI1��' - EN u I o ►rt ►i p 3x10 = 22 23 24 11 25 26 27 28 10 9 29 30 31 8 32 33 34 3x10 = 3x6= 5x12 MT18H= 3x6 2x4 I 7-2-0 I 15-0-0 I 22-10-0 I 30-0-0 7-2-0 7-10-0 7-10-0 7-2-0 Plate Offsets(X.Y)-- [2:1-2-6,0-1-11],[3:0-4-4.0-2-8].[5:0-4-4.0-2-8].[6:1-2-6,0-1-11] 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) -0.39 10 >899 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.81 10 >437 180 MT18H 220/195 TCDL 7.0 Rep Stress Ina NO WB 0.98 Horz(TL) 0.15 6 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 (Matrix) Weight:304 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins,except 3-5:2x6 DF No.2 2-0-0 oc purlins(4-3-8 max.):3-5. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braci WEBS 2x4DFStdG ��0 PROFesS REACTIONS. (lb/size) 2=2875/0-5-8,6=2875/0-5-8 �� F,NGt�NEF�S' �Q Max Horz 2=-51(LC 15) �� v'9 Max Uplift2=-728(LC 6),6=-728(LC 7) Max Gray 2=3202(LC 29),6=3202(LC 29) 89200PE �' FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-8692/2018,3-12=-8061/1949,12-13=-8061/1949,13-14=-8061/1949, 14-15=-8061/1949,15-16=-8061/1949,4-16=-8061/1949,4-17=-8061/1949, C 17-18=-8061/1949,18-19=-8061/1949,19-20=-8061/1949,20-21=-8061/1949, 72... 4/OREGON�J, :!(� 5-21=-8061!1949,5-6=-8692/2018 BOT CHORD 2-22=-1894/8163,22-23=-1894/8163,23-24=-1894/8163,11-24=-1894/8163, /Q r 4 r 2� t�N 11-25=-3037/11668,25-26=-3037/11668,26-27=-3037/11668,27-28=-3037/11668, MFR R I L� �` 10-28=-3037/11668,9-10=-3037/11668,9-29=-3037/11668,29-30=-3037/11668, 30-31=-3037/11668,8-31=-3037/11668,8-32=-1844/8163,32-33=-1844/8163, 33-34=-1844/8163,6-34=-1844/8163 EXPIRES: 12-31-2019 WEBS 4-11=-3956/1311,4-10=0/735,4-8=-3956/1309,3-11=-158/1532,5-8=-158/1532 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 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. ct vOt.ILL ,,, Webs connected as follows:2x4-1 row at 0-9-0 oc. Jv ,. WAS', `f>, 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. / yAl AO: h '�I 3)Wind:ASCE 7-10;Vult=loom h(3-second gust)Vasd=111 m h;TCDL=4.2psf;BCDL=6.0 sf;h=25ft;Cat.II;ExpB;enclosed;MWFRS /7' 4. (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 t y ` �_ 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �, 5)Unbalanced snow loads have been considered for this design. -.47 6)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs " 51398 Ai non-concurrent with other live loads. Q),iP 4, 51398 ,�V 7)Provide adequate drainage to prevent water ponding. �' 1` 8)All plates are MT20 plates unless otherwise indicated. SSI0NALV � 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 January 9,2018 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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,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-Stacatto D&E K4111221 B1704316 X04 CALIFORNIA GIRDER 1 a� G Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:05 2018 Page 2 I D:070NKvzBV WcIwgbeZNycvhzxR1 p-g7R989xDv3wX258r6kkMgh EDXcXOmC92B6eaZHzx6NG NOTES- 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)except(jt=lb)2=728,6=728. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)487 lb down and 273 lb up at 7-11-12,324 lb down and 203 lb up at 10-0-12,324 lb down and 203 lb up at 12-0-12,324 lb down and 203 lb up at 14-0-12,324 lb down and 203 lb up at 15-11-4,324 lb down and 203 lb up at 17-11-4,and 324 lb down and 203 lb up at 19-11-4,and 487 lb down and 273 lb up at 22-0-4 on top chord,and 114 lb down at 2-0-12,114 lb down at 4-0-12,114 lb down at 6-0-12,114 lb down at 8-0-12,114 lb down at 10-0-12,114 lb down at 12-0-12,114 lb down at 14-0-12,114 lb down at 15-11-4,114 lb down at 17-11-4,114 lb down at 19-11-4,114 lb down at 21-11-4,114 lb down at 23-11-4,and 114 lb down at 25-11-4,and 114 lb down at 27-11-4 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=-64,5-7=-64,2-6=-20 Concentrated Loads(Ib) Vert:9=-57(F)12=-388(F)13=-256 14=-256 16=-256 17=-256 19=-256 20=-256 21=-388(F)22=-57(F)23=-57(F)24=-57(F)25=-57(F)26=-57(F)27=-57(F)28=-57(F) 29=-57(F)30=-57(F)31=-57(F)32=-57(F)33=-57(F)34=-57(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is bawd only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111222 B1704316 X05 California 1 1 Job Reference(optional) AroBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:07 2018 Page 1 ID:O7ONKvzBVWclwgbeZNycvhzxRlp-nVZvZrzTRgAFHPIEE9mgv6JcRP8xECNLeQ7hd9zx6NE 11-0-01 5-8-15 i 9-3-6 9-10-16 15-0-0 i 20-1-1 2 -8-0 24-3-1 1 30-0-0 1-0-0 1-0-0 5-8-15 3-6-7 0-7-9 5-1-1 5-1-1 0-7-9 3-6-7 5-8-15 1-0-0 Scale=1:54.4 4x8 % 4.00 112 5 3x8 = 8 4x8 21 4' 17:� 18 �9 20 6 2� 23?4 F_ 26 2x4 2x4 3 =I. 111111i '41111111111111111111111111194 9 N �, °716 -, ''r''' .17011.111111111.1.111111.1.... 27701210 11 0 ��. 1 Iv 0 — _: 4 o 4x8 = 15 14 13 12 4x8= 3x8 = 3x8= 5x12 MT18H= 2x4 9-3-6 I 15-0-0 I 20-8-10 I 30-0-0 I 9-3-6 5-8-10 5-8-10 9-3-6 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) -0.33 14 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Vert(TL) -0.65 10-12 >548 180 MT18H 220/195 TCDL 7.0 Rep Stress Incr YES WB 0.61 Norz(TL) 0.19 10 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2012/TP12007 (Matrix) Weight:128 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(3-2-14 max.):4-7. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-5-0 oc bracing. REACTIONS. (lb/size) 2=1444/0-5-8,10=1444/0-5-8 • QED P R Opp Max Horz 2=-70(LC 17) Co* G 1 NE sV/ Max Uplift2=428(LC 8),10=-428(LC 9) �. �N FR qt. Max Grav2=1806(LC 31),10=1806(LC 31) l� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E TOP CHORD 2-16=-4104/1136,3-16=-4018/1150,3-4=-3583/1061,4-17=-3339/1087, 17-18=-3339/1087,18-19=-3339/1087,19-20=-3339/1087,20-21=-3339/1087, 6-21=-3339/1087,6-22=-3339/1087,22-23=-3339/1087,23-24=-3339/1087, 24-25=-3339/1087,25-26=-3339/1087,7-26=-3339/1087,7-9=-3583/1061, Q Cr 9-27=-4017/1150,10-27=-4104/1136 yL 47,OREGON�� �4/ BOT CHORD 2-15=-1007/3788,14-15=-1083/3766,13-14=-1083/3766,12-13=-1083/3766, 10-12=-1007/3788 /Q A-y 4, ZO Q� WEBS 3-15=-469/253,4-15=-78/621,6-15=-857/274,6-12=-857/274,7-12=-78/621, /11 -PRO, et 9-12=-469/254 NOTES- EXPIRES: 12-31-2019 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.ll;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-8-0,Exterior(2)5-8-0 to 9-10-15,Interior(1)13-8-1 to 16-3-15,Exterior(2)20-1-1 to 31-0-0 zone;cantilever 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 3)Unbalanced snow loads have been considered for this design. c� �,RRILL 6 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ,Sy v WAS `t non-concurrent with other live loads. OA �� 5)Provide adequate drainage to prevent water ponding. A. 6)All plates are MT20 plates unless otherwise indicated. `�` 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Now] , 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .,'q� 9)A plate rating reduction of 20%has been applied for the green lumber members. A� 51398 c� .-44)4k- 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=428, O� �FGjS re 10=428. L�'* 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. SIONAL.V:4 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 January 9,2018 I 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 lei a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111222 B1704316 X05 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:07 2018 Page 2 ID:070NKvzBVWclwgbeZNycvhzxRl p-nVZvZrzTRgAFHPIEE9mgv6JcRP8xECNLeQ7hd9zx6NE NOTES- 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)75 lb down and 79 lb up at 9-5-3,51 lb down and 55 lb up at 10-0-12,54 lb down and 59 lb up at 12-0-12,54 lb down and 59 lb up at 14-0-12,54 lb down and 59 lb up at 15-11-4,54 lb down and 59 lb up at 17-11-4,and 51 lb down and 55 lb up at 19-11-4,and 75 lb down and 79 lb up at 20-6-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-7=-64,7-8=-64,7-11=-64,2-10=-20 Concentrated Loads(Ib) Vert:4=-29(F)7=-29(F)17=-21 18=-21 21=-21 22=-21 25=-21 26=-21 111.1.1111 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 hut a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111223 B1704316 Y01 California Girder 2 1 Job Reference(optional) —firoBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:08 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRlp-Fi7HmBz5C 16vYsQosH3SKsiupYvzk?Vt4tE9bzx6ND -1-0-0 1 6-0-5 1 7-1-12 7-10-151 12-1-1 �2-10-4113-11-11 1 20-0-0 21-0-0 1-0-0 6-0-5 1-1-7 0-9-3 4-2-2 0-9-3 1-1-7 6-0-5 1-0-0 Scale=1:37.4 8x8 \\ 5x10 ---I--- 4.00112 0t ►� 10 c/ 1 N v 4 N 5 6 Io 12 13 14 6 15 16 17 7 18 19 20 3x10 % 3x10H 3x4= 3x10 I 6-0-5 1 7-1-12 1 12-10-4 I 20-0-0 I 6-0-5 1-1-7 5-8-7 7-1-12 Plate Offsets(X.Y)-- [2:0-3-11.0-1-8],[3:0-3-8,Edge],[4:0-4-4.0-2-8].[5:0-3-11,0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.16 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.51 Vert(TL) -0.35 7-8 >663 180 TCDL 7.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.08 5 n/a n/a BCLL 0.0 BCDL 10.0 * Code IBC2012/TPI2007 (Matrix) Weight:93 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E*Except* TOP CHORD Structural wood sheathing directly applied,except 3-4:2x6 DF 2400F 2.0E 2-0-0 oc purlins(4-2-9 max.):3-4. BOT CHORD 2x6 DF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braci . D P R WEBS 2x4 OAt REACTIONS. (lb/size)St?G1672/0-5 8,5=1672/0-5-8 '7 '7.1— , `SAO �� �9 Max Herz 2=-363(L 49) 89200PE Max Uplift2=-363(LC 6),5=-363(LC 7) 44- Max Gray 2=2003(LC 29),5=2003(LC 29) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4654/817,3-9=-4286/825,9-10=-4286/825,10-11=4286/825,4-11=-4286/825, 4-5=-4656/816 Cl Cr BOT CHORD 2-12=-749/4310,12-13=-749/4310,13-14=-749/4310,8-14=-749/4310,8-15=-760/4285, -9G 4?OREGON�� ,'•4, 15-16=-760/4285,16-17=-760/4285,7-17=-760/4285,7-18=-697/4312,18-19=-697/4312, r 14, 2 er fr 19-20=- 697/4312,5-20=-697/4312 /Q WEBS 3-8=0/654,4-7=0/656 MFR R 11-‘- NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS EXPIRES: 12-31-2019 (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. RILL 5)Provide adequate drainage to prevent water ponding. ,g ..[1E B 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. vWASxtr, `t 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 O� vV �., fit between the bottom chord and any other members. f"�'� �?',� G> 8)A plate rating reduction of 20%has been applied for the green lumber members. i '// �""' '. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)2=363, . /t••' 5=363. `. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ,o 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ez) 51398 w� 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)487 lb down and 273 lb up at OX, �'GISTER� 273 b up at 2-0-5 on top chord, 4 lb n at 2-0-12, 114 lb down t7-11-11,and 20 lb 4-0-11 2 114 lb downt 6-0-12,114 lb down at n and 199 lb up at 10-0-0,and 487 lb d8-0-12own n114 lbldown at110-0-0,114 lb down atd111111 4,114 lb down at �SSIONAL V, 6 13-11-4,and 114 lb down at 15-11-4,and 114 lb down at 17-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Continued on page 2 January 9,2018 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notmit a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111223 B1704316 Y01 California Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:08 2018 Page 2 I D:070NKvzBV WclwgbeZNycvhzxRl p-Fi7HmBz5C_I6vYsQosH3SKsiupYvzk?Vt4tE9bzx6ND NOTES- 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:9=-388(F)10=-255 11=-388(F)12=-57(F)13=-57(F)14=-57(F)15=-57(F)16=-57(F)17=-57(F)18=-57(F)19=-57(F)20=-57(F) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 rev.10/03r2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MITA 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-Stacatto D&E , K4111224 B1704316 Y02 Common 2 1 Job Reference(optional) roBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:09 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRl p-juhg_XjzHQyXiRcLaol_XPyvDsQi75e6kcni2zx6NC 1 -1-0-0 1 8-6-1 1 10-0-0 1 11-6-0 1 29-0-0 1 21-0-0 1 1-0-0 8-6-1 1-6-0 1-5-15 8-6-1 1-0-0 Scale=1:36.1 4x4 = 2x4 \\ 4 2x4 // 4.00 112 3 11 A A 12 10 13 9 14 2 6 ' wa7 Iv 0 -tot, IPM 8 3x6= 3x6 3x8 = 10-0-0 120-0-0 1 10-0-0 10-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.15 2-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.62 Vert(TL) -0.51 2-8 >460 180 TCDL 7.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.05 6 n/a n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-11 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 coGc REACTIONS. Max Horz 2=-71(LC/size) 18)6=899/0-5-8 \c_,�```NG E�.L�So Max Uplift2=-264(LC 8),6=-264(LC 9) �� L R ?9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200P E r TOP CHORD 2-9=-1680/414,9-10=-1603/423,10-11=-1576/425,3-11=-1525/434,3-4=-1414/390, 4-5=-1414/390,5-12=-1525/434,12-13=-1576/425,13-14=-1603/423,6-14=-1680/414 BOT CHORD 2-8=-322/1515,6-8=-316/1515 WEBS 4-8=-362/1205,5-8=-658/326,3-8=-658/326 NOTES- L z OREGON , Ui 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 / '9), 2° - �- (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 10-0-0,Interior(1)13-0-0 to 18-0-0 zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate iliFR R I O- V grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. EXPIRES: 12-31-2019 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. e? —'L & 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=264, �l� F WAS -t" 6=264. O J� 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ? , �< .• o ,� �r �„p 4, 51398 wz Q.o� 'GrsTE�� e SSIONAL vi' January 9,2018 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. NI 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 AN / Safety Quality Criteria,DSB-89 and SCSI Building Component 250 Rug 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-Stacatto D&E K4111225 I B1704316 Y03 California 1 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:10 2018 Page 1 a ID:07ONKvzBVVVclwgbeZNycvhzxR1p-B4E2Bs?MjbZp8sOpvHJXXIx5LdAsRf8nKOMLEUzx6NB 10-8-10 10-1-1 -1-0-0 1 7-2-15 l 9-3-6 -10-15 12-9-2 I 20-0-0 7-2-15 Jp211"pp0..-pp0 1-0-0 7-2-15 2-0-8 0-7-9 0-7-9 2-0-8 te =1:37.4 0-2-2 4x6% 7 4x8 // 5 i Nn �?6 2 4.00112 2x4 g 4 t5 13 24x4 114 a // 8 14 '� * 17 18 19 9 r 01rN Y OM 12 11 3x8= 3x8= 3x4 = 3x8= 9-3-6 1 10-8-10 1 20-0-0 I 9-3-6 1-5-4 9-3-6 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.19 9-11 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.51 9-11 >460 180 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code 1BC2012/TP12007 (Matrix) Weight:81 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-5-14 oc purlins,except BOT CHORD 2x4 DF No.1&Btr G 2-0-0 oc purlins(4-6-2 max.):4-6. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-7-8 oc bracing. REACTIONS. (lb/size) 2=966/0-5-8,9=962/0-5-8 • -'i\ ---- \__ P R OF�c�, Max Horz 2=-70(LC 13) tr Max Uplift2=-285(LC 8),9=-285(LC 9) � NGIN�F� �� Max Grav2=1425(LC 31),9=1425(LC 31) �� 2-� FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200PE \-' TOP CHORD 2-13=-2833/704,13-14=-2724/711,14-15=-2722/713,3-15=-2616/721,3-4=-2385/663, 4-16=-2211/693,6-16=-2211/693,6-8=-2383/662,8-17=-2614/721,17-18=-2720/712, 18-19=-2722/711,9-19=-2831/704 BOT CHORD 2-12=-595/2570,11-12=-488/2208,9-11=-594/2569 Q WEBS 3-12=-502/232,4-12=-101/512,6-11=-127/507,8-11=-503/232 -9y 4,OREGON�� lo NOTES- /O ,�ql r 14, 2-° ,,r 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 MFR R I L� v (envelope)gable end zone and C-C Exterior(2)-1-0-0 to 2-0-0,Interior(1)2-0-0 to 5-8-0,Exterior(2)5-8-0 to 14-4-0,Interior(1)14-4-0 to 18-0-0 zone;cantilever left and right exposed;CrC for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate -- grip DOL=1.6O EXPIRES. 12-31-2019 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. c x1ULL B 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r F WAS fit between the bottom chord and any other members. • 1 8)A plate rating reduction of 20%has been applied for the green lumber members. /' " C), t,. ;it Provide mechanical connection(byothers)of truss to bearingplate capable of withstanding100 lb uplift at joint(s)except t-lb 2=285, 4` -- 9=285. P P (1 ) i ,r � 9=285. - 10)"Fix heels only Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ivy 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)121 lb down and 149 lb up at "`•) 15 51398 w 9-5-3 on top chord. The design/selection of such connection device(s)is the responsibility of others. Q� - GtsT R� 13)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). .c.7* LOAD CASE(S) Standard Continued on page 2 January 9,2018 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AM-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,058-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 —a Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111225 B1704316 Y03 California 1 1 a Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:10 2018 Page 2 I D:070 NKvzBV WclwgbeZNycvhzxRl p-B4E2Bs?MjbZp8sOpvHJXXIx5LdAsRfBnKOMLEUzx6NB LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-5=-64,4-6=-64,6-7=-64,6-10=-64,2-9=-20 Concentrated Loads(Ib) Vert:4=-67(F) A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,notNth' a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111226 B1704316 ZO1 California Girder 2 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:11 2018 Page 1 I D:070NKvzBV WclwgbeZNycvhzxRl p-fHoQPCO_UvhgmOb?T_gm3y0001 d4A8jxZ25umwzx6NA 1 -1-0-0 I 3-6-10 3-10-15 6-1-1 8-5-61 10-0-0 1 11-0-0 1 1-0-0 3-6-10 0-4-5 2-2-2 0.4-5 3-6-10 1-0-0 Scale=1:20.4 ' 5x8 !-- 4x4 _ 6.00 12 10 4- - I. v 4 v C cc, N 5 2 o . e *1 6 Y 1 -0 . 11 8 12 13 7 14 LUS242x4 I I LUS24 3x4 = LUS24 3x4 % 3x4 LUS24 I 3-6-10 6-5-6 I 10-0-0 I 3.6-10 2-10-11 3-6-10 Plate Offsets(X.Y)-- [3:0-3-0,0-1-12] 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 0.23 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.04 7-8 >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.08 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 * Code IBC2012/TP12007 BCDL 10.0 (Matrix) Weight:48 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins,except BOT CHORD 2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):3-4. WEBS 2x4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc braci QED P R OFF REACTIONS. (lb/size) 2=669/0-3-12,5=669/0-3-12 '- I stQ Max Horz 2=42(LC 10) ���� ANG NEE,4 �p� Max Uplift2=-233(LC 10),5=-233(LC 11) Max Gray 2=866(LC 29),5=866(LC 29) Q 89200 P E 9r FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1201/358,3-9=-983/352,9-10=-983/352,4-10=-983/352,4-5=-1198/355 SOT CHORD 2-11=-297/995,8-11=-297/995,8-12=-301/985,12-13=-301/985,7-13=-301/985, 7-14=-283/993,5-14=-283/993 OREGON <(/� NOTES- �y//��qr 0\ 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 V Y 4, 2 ies, (envelope)gable end zone;cantilever left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 MFR R 11-A- ie 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �7 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 psfer- of 25.0 psf on ovcrhangs EXPIRES: 12-31-2019 non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 0„VRRILL & 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)2=233, Q F WAS `i 5=233. • l� 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. / ^ Cl 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -,.- uk - 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 ...ii,/ from the left end to 7-11-4 to connect truss(es)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. j.1' 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)251 lb down and 204 lb up at .00 51398 w� 3-8-7,and 251 lb down and 204 lb up at 6-3-9 on top chord. The design/selection of such connection device(s)is the responsibility of 0�,,p�GlSTEg F{ others. tC' 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). SSIONALV^^ LOAD CASE(S) Standard Continued on page 2 January 9,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandna,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111226 Ef1704316 ZO1 California Girder 2 1 Job Reference(optional) t roBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:11 2018 Page 2 ID:070NKvzBVWclwgbeZNycvhzxRl p-fHoQPCO_UvhgmOb?T_gm3y0001d4A8jxZ25umwzx6NA LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(Ib) Vert:3=-152 4=-152 11=-18(B)12=-18(B)13=-18(B)14=-18(B) A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use 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 A Job Truss Truss Type Qty Ply PLH-Stacatto D&E K4111227 I B1704316 Z02 Common 10 1 Job Reference(optional) ProBuild Beaverton Truss, Beaverton,oR 97007 7.640 s Aug 16 2017 MiTek Industries,Inc. Tue Jan 09 09:54:11 2018 Page 1 ID:070NKvzBVWclwgbeZNycvhzxRtp-fHoQPCO_UvhgmOb?T_gm3yU0_1eoA8SxZ25umwzx6NA 1 -1-0-0 1 5-0-0 I 10-0-0 i 11-0-0 1 1-0-0 5-0-0 5-0-0 1-0-0 Scale=1:20.3 4x4 = 3 6.00 112 8 7 st 0 N 4 2 y Y R e, 5 0 1 NI/ 6 = 3 2x4 II x4 % 3x4 5-0-0 I 10-0-0 I 5-0-0 5-0-0 Plate Offsets(X,Y)-- [2:0-2-7,0-1-8],[4:0-2-7.0-1-8] TOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP CLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.02 4-6 >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.18 Vert(TL) -0.05 4-6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:36 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G QED P R OFF REACTIONS. (lb/size) 2=481/0-3-12,4=481/0-3-12 '�� str Max Horz 2=-58(LC 13) �Cj �NGINEF9 /��1- Max Uplift2=-125(LC 12),4=-125(LC 13) �� 2.9 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 89200 P E r" TOP CHORD 2-7=-539/190,3-7=-457/197,3-8=-457/197,4-8=-539/190 BOT CHORD 2-6=-45/404,4-6=-45/404 NOTES- Ci q" 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 gGOREGON lV (envelope)gable end zone and C-C Exterior(2)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for ,/ 4."OREGON Z�'\ �� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q 14, P 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 MFR R 1 LA- e 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof Joad of 25.0 pston overhangs non-concurrent with other live-loads. EXPIRES: 12-31-2019 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=125, 4=125. ,SILL 6 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �v OF W'AStrr, `7) 4 16944 1 oGSNA3T9L8R� A � January 9,2018 __ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSInPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" 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 (Drawings not to scale) Damage or Personal Injury MEEDimensions are in ft-in-sixteenths. 1114k, Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0-1116" wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I _ ILliiiiiiibic,, bracing should be considered. O-� UO= 3. Never exceed the design loading shown and never a stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building c7-8 ce-7 cs-s designer,erection supervisor,propertyowner and For 4 x 2 orientation,locate BOTTOM CHORDS all other interested parties. plates 0- /id'from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *°Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. 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 / Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 11 *MO reaction section indicates joint Imumma number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. M111,1v_� 18.Use of green or treated lumber may pose unacceptable _1 environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSIlTPI1: 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. BCSI: Building Component Safety Information, IVI iTe k1n 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate •- 4111 Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015