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Plans (55) mit MiTek' MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: 181772 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Trus-way Inc. Pages or sheets covered by this seal: K4541772 thru K4541806 My license renewal date for the state of Oregon is December 31,2019. <cl. p PR OFESS co NGINE`cR /O 2 L1 89200PE 9r 7 4 OREGON t‘ �O }' 14, i°1\ P+ MRRIL�- � . r_�.: l:' April 25,2018 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. 1 Job Truss Truss Type Qty Ply K4541772 181772 A01 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:10:50 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-MIIZabHzgbjS9OyRklHJY413hEjCYXmJL5tKi2zNQk3 I I I2 0 I 30-9-0 I 38-0-14 39-8-10 6-p:1 7-3-15 5-10-6 5-10-3 5-10-3 5-10-6 7-3-14 1-6-0I 5x6= Scale=1:106.3 • 8.00 12 F INh 96... 3x6E----Iii i ilitilkX.8x8 ' it8x8 �� il i.... 3x4 AN6 ,, 4x8= 711 1= 3x6,I \4x' 458=3 3x6 II3x44x'` I 1/r7 �, "�.,3�6.II r! II r,\J a R Q BK P BLO B WBNM BO L 3x8 MT2OHS= 3x6 I I 3x6 I I 3x4= 3x4 = LUS24 3x4=LUS24 3x4 = 3x6 I 13x6 II LUS24 LUS24 LUS24 16-5-15 24-10-10 7-3-1513-2-4 13- 6 21-6-12 2115 30-9-0 38-0-14 7-3-15 I 5-10-6 0-0-2 3-3-9 I 5-0-13 01-6-33-3-11 5-10-6 I 7-3-14 Plate Offsets(X,V)- fB:0-2-3.0-0-21.FD:0-3-12.0-3-01,PF1:0-3-12.0-3-01.fJ:0-2-3,0-0-21,fAB:0-3-0,0-0-41,fAQ:0-3-0,0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.06 N-P >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.15 R-BE >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.47 Horz(CT) 0.02 B n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.06 N-P >999 360 Weight:386 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G*Except* WEBS 1 Row at midpt F-V F-N,F-P:2x4 DF No.1&Btr G JOINTS 1 Brace at Jt(s):S,T,U,V,W,X D-S,S-T,T-U,U-V,V-W,W-X,H-X:2x8 DF SS OTHERS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0,Right 2x4 DF Stud/Std-G 1-6-0 REACTIONS. All bearings 0-5-8. (Ib)- Max Horz B=336(LC 9) Max Uplift All uplift 100 lb or less at joint(s)except B=-234(LC 10),N=-399(LC 10), Q=-347(LC 10),J=-233(LC 10) Max Gray All reactions 250 lb or less at joint(s)except B=767(LC 2),N=1757(LC 2), Q=1366(LC 24),J=828(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-766/248,E-F=-376/291,G-H=-299/125,H-J=-874/247 BOT CHORD B-R=-90/670,Q-R=-93/663,P-Q=-51/345,N-P=-17/343,M-N=-62/364,L-M=-54/634, J-L=-51/641 WEBS F-V=-689/99,N-V=-689/99,N-W=-592/188,G-W=599/190,M-X-0/294,C X-0/316, FfM=-407/30 flT WZ94-7=U=-230/482,F-U=-230/482,E-T=-1771384,P-T=-175/379, G c Q S=-768/270 ES=-751/253,D-Q=-439/58,D-R=0/284,D-S=-315/291,S-T=-315/220. ���`D PROFCss T U=-315/301 U V=-315/301,V-W=-316/301 W-X=-295/293,H-X=-297/294 �C �cNGINEF9 / NOTES- G' ?i 1)Unbalanced roof live loads have been considered for this design. �� '�� 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. 89200PE II;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 • 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. CC. 4)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat y AA__OREGON lt roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 1-* *V' O� 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs Q Y 14, 2 P# c nononcurrent with other live loads. p 6)All plates are MT20 plates unless otherwise indicated. M"f i RIO, 7)All plates are 2x4 MT20 unless otherwise indicated. 8)The Fabrication Tolerance at joint 0=16% EXPIRES: 12-31-2019 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. April 25,2018 rnnfirn rod/In nano 7 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,not1111 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 ANSI/TRH 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 K4541772 181772 A01 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:10:50 2018 Page 2 ID:m2OuSgG2e_5KVF52M68h9mzP69H-MIIZabHzgbjS90yRkIHJY413hEjCYXmJL5tKi2zNQk3 NOTES- 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 12)A plate rating reduction of 20%has been applied for the green lumber members. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 234 lb uplift at joint B,399 lb uplift at joint N,347 lb uplift at joint Q and 233 lb uplift at joint J. 14) Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 13-5-14 from the left end to 21-3-4 to connect truss(es)to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) 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:A-F=-56,F-K=-56,BC-BG=-20 Concentrated Loads(Ib) Vert:0=-237(F)BK=-237(F)BL=-237(F)BM=-237(F)B0=-237(F) AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2016 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPl1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541773 181772 A02 Common 2 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:10:51 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-gxJxnxIbRvrinYXdlToY4HaDId1RHOPSZIcuEUzNQk2 ]1-6-0I 6-6-8 I 12-9-8 { 19-0-7 I 25-3-6 I 31-6-6 1 38-0-14 3p-6-11 1-6-0 6-6-8 6-2-15 6-2-15 6-2-15 6-2-15 6-6-8 1-6-0 5x6= Scale=1:83.5 8.00 12 F Li 6x6 i 7 6x6 E G #,!2x4\\41I NW X M Y Z L •� 3x4= 3x4= 4x8 II 4x8 II 6x10= 9-8-01 19-0-7 I 28-4-14 38-0-14 9-8-0 9-4-7 9-4-7 9-8-0 Plate Offsets(X,Y)— 113:0-3-11,Edgel,FE:0-2-4,0-3-8],(G:0-2-4,0-3-81.fJ:0-3-11,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.27 M-N >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.68 Vert(CT) -0.55 M-N >825 180 TCDL 7.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.12 J n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015R PI2014 Matrix-MS Wind(LL) 0.08 M-N >999 360 Weight:212 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-3 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 Stud/Std G*Except* WEBS 1 Row at midpt F-M,G-M,E-M F-M:2x4 DF No.1&Btr G SLIDER Left 2x4 DF Stud/Std-G 1-6-0,Right 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=1522/0-5-8,J=1522/0-5-8 Max Horz B=-336(LC 10) Max Uplift B=-312(LC 12),J=-312(LC 12) Max Gray B=1695(LC 2),J=1695(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-2327/641,D-E=-2146/666,E-F=-1558/609,F-G=-1558/609,G-H=-2146/666, H-J=-2327/641 BOT CHORD B-N=-354/2068,M-N=-178/1725,L-M=-178/1590,J-L=-354/1850 WEBS F-M=-468/1300,G-M=-697/353,G-L=-96/531,H-L=-321/253,E-M=-697/353,E-N=-96/530, D-N=-321/253 NOTES- 1)Unbalanced roof Live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zo -- -r'- - -. -r• . .... ....endd vertical left andsight �cO PRQFF _ exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 is 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat �GJ� 04G.1 N'EF,q `> roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 C? ?/ 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs �� 'g200P -7 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. illiP 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. ..../ �� 7)A plate rating reduction of 20%has been applied for the green lumber members. 4 Cr 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 312 lb uplift at joint B and 312 lb uplift atOREGON 4(/ joint J. Ori L'D14, 2 :P+ FRRIL-- EXPIRES: 12-31-2019 April 25,2018 I 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,notla 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 IVIWTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541774 181772 A03 Common 8 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:10:53 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-mKRiCcKrzW600shOPtgO9ifU1 Rkmlv_I135_INzNQkO f1-6-01 6-6-8 I 12-9-8 19-0-7 I 25-3-6 25T1-6 31-6-6 3?-714 1-6-0 6-6-8 6-2-15 6-2-15 6-2-15 0-5-0 5-10-0 1-1-8 4x6 = Scale=1:79.5 8.00 IIT 1( F 6x6-:::' 3x4 E G T `r' 2x4 \\ 3x10 \� co D H 3x4 1 m C a B iA/ it M R S •L• T U K j,. I 5x6 II 3x4 6x8 = 3x6= 3x6 I I 9-8-0I 19-0-7 I 25-8-6 128-4-14 32-7-14 9-8-0 9-4-7 6-7-15 2-8-8 4-3-0 Plate Offsets(X,V)- 1B:0-2-7,0-0-21,fE:0-2-8,0-3-81,f.:0-4-0,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.22 L-M >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.62 Vert(CT) -0.43 L-M >896 180 TCDL 7.0 Rep Stress Ina YES WB 0.44 Horz(CT) 0.06 J n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.05 L-M >999 360 Weight:196 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: F-L:2x4 DF No.1&Btr G 6-0-0 oc bracing:J-K. SLIDER Left 2x4 DF Stud/Std-G 1-6-0 WEBS 1 Row at midpt F-L,G-L,E-L,G-K REACTIONS. (lb/size) B=1307/0-5-8,J=1227/Mechanical Max Horz B=395(LC 11) Max Uplift B=-274(LC 12),J=-207(LC 12) Max Gray B=1457(LC 2),J=1362(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-1925/537,D-E=-1755/562,E-F=-1145/499,F-G=-1154/503,G-H=-967/332, 1-1-J=-1360/363 BOT CHORD B-M=-345/1726,L-M=-165/1371,K-L=-85/921 WEBS F-L=-356/868,E-L=-704/358,G-K=-575/186,H-K=-115/1046,E-M=-103/549, D-M=-333/256 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=33ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right ,WD PR OFF exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 rS 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat �GJ� 4:49G21:7%* NG I NEF� s/p roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 C? ?/ 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs Q� :9200PE 9� non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �/�� 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. Oar 7)A plate rating reduction of 20%has been applied for the green lumber members. Q Cr 8)Refer to girder(s)for truss to truss connections. 7LA_OREGON 4/ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 274 lb uplift at joint B and 207 lb uplift at ,9 N— k � "�7 joint J. Q y (1°14 rQ� MFRRIk-L�' EXPIRES: 12-31-2019 April 25,2018 I f mi 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 ANSIITPII Quality Criteria,OSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541775 181772 A04 California Girder 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:10:54 2018 Page 1 I D:m2OuSgG2e_5KVF52M68h 9mzP69H-E W_4QyKTkq EteOGCzbM FiwBeHrAsU I VuGjrYrpzNQk? 114-10-1 { "17-0-12 4-0-12 I 3-9-3 13-9-10 1A-4-3 9-3 2-5-4 149-3 8x8 .i 5x6 Scale=1:74.3 D M E F 8.00 11II 3x6cv;__ O 4X6 i i I 4 A .17' " ii L N OP QR R S 1 T U V H G 3x6 II 6x6 = 3x4 = 6x6= LUS24 3x6 II LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 4x12= 4-0-12I 7-10-0 I 11-7-10 I 15-7-4 17-0-12 4-0-12 3-9-3 3-9 10 3-11-10 1-5-8 Plate Offsets(X,V)- ID:0-3-8.0-3-41.[1:0-3-0,0-3-121.IK:0-3-0.0-3-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.87 Vert(LL) -0.06 I-J >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.25 Vert(CT) -0.13 I-J >999 180 TCDL 7.0 * Rep Stress Ina NO WB 0.68 Horz(CT) 0.01 G n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015lTPI2014 Matrix MS Wind(LL) 0.06 I-J >999 360 Weight:402 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, D-E:2x6 DF SS G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):D-E. BOT CHORD 2x6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt D-H,F-G REACTIONS. (lb/size) L=3339/Mechanical,G=3015/0-5-8 Max Horz L=331(LC 10) Max Uplift L=-1083(LC 10),G=-1178(LC 10) Max Gray L=3717(LC 2),G=3357(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2189/682,B-C=-2133/685,C-D=-1485/509,D-E=-349/149,E-F=-478/178, A-L=-3053/883,F-G=-3099/1092 BOT CHORD K-L=-288/173,J-K=-745/1811,I-J=-660/1735,H-1=-424/1173 WEBS C-J=-543/1408,C-I=-1355/574,D-I=-1071/2985,D-H=-2633/966,A-K=-678/2470, F-H=-970/2778 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-=1-row at 0-9-0 oc,2x6-=2 rows staggered at 0-9-0 of.. - -- Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. o D Webs connected as follows:2x4-1_row at O-9-�l-oc. - — Qoi-CR 04.(� 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 `�(,`! I N fJ $ ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. SCJ .NG ek• V/� 3)Unbalanced roof live loads have been considered for this design. NT1. �fi 4)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. ��G! !192.0. 92. 91' II;Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left exposed;Lumber DOL=1.60 plate grip 7 DOL=1.60 5)TCLL:ASCE 7-10;Pr--25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat4101,00, roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1,Lu=50-0-0 6)Provide adequate drainage to prevent water ponding. Q Cr 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON to 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 -37Z N will fit between the bottom chord and any other members,with BCDL=10.Opsf. G/6�q) 14, 20 P"� 9)A plate rating reduction of 20%has been applied for the green lumber members. /y� 10) Refer to girder(s)for truss to truss connections. R R�0. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1083 lb uplift at joint L and 1178 lb uplift at joint G. EXPIRES: 12-31-2019 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-0-0 from the left April 25,2018 enntionorlIrnfirvaaatikai nnnne t to teatime fn frnnt fawn of hnHnm nhnml / 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,not1111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541775 181772 A04 California Girder 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:10:54 2018 Page 2 ID:m2OuSgG2e_5KVF52M68h9mzP69H-EW_4QyKTkgEteOGCzbMFiwBeHrAsUIVuGjrYrpzNQk? NOTES- 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-56,D-E=-56,E-F=-56,G-L=-20 Concentrated Loads(Ib) Vert:N=-637(F)0=-636(F)P=-636(F)Q=-636(F)R=-636(F)S=-636(F)T=-636(F)V=-636(F) 1 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 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 K4541776 181772 A05 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:10:55 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-UYSdIL5V7MkG9rOXItUF7kv7FYfDuo2UNa5NFzNQk_ -1-6-0I 15-7-2 1-6-0 15-7-2 0 8.00 12 Scale=1:57.4 M 3x4�i L K J I p H G F :i E D C 11 B ►A1 . . . . . , . ,_, AB AA Z Y X WV U T SRQ P 4x6 I I 15-7-2I I 15-7-2 Plate Offsets(X,Y)- IB:0-1-3,0-1-131,fAB:0-0-0,0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) 0.00 A n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.00 A n/r 90 TCDL 7.0 Rep Stress Incr. YES WB 0.10 Horz(CT) -0.01 0 n/a n/a BCLL 0.0 Code IRC2015/TPI2O14 Matrix-R Weight:142 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Stud/Std G 10-0-0 oc bracing:P-Q. WEBS 1 Row at midpt N-Q,M-R,L-S REACTIONS. All bearings 15-7-2. (Ib)- Max Horz AB=411(LC 12) Max Uplift All uplift 100 lb or less at joint(s)AB,0,Q,P,R,S,T,U,V,W,X,Y except AA=-141(LC 12) Max Gray All reactions 250 lb or less at joint(s)0,Q,P,R,S,T,U,V,W,X,Y,Z,AA except AB=271(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AB=-231/276,B-C=-517/459,C-D=-427/341,D-E=-395/331,E-F=-347/289, F-G=-301/251,G-H=-255/213 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicabte,or consult qualified building designer-as-perANST-Pt1 r 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category 11;-£x B G dl. Exp Ct=1� _ _ _ P R '<`Q;C� ape s 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs ` tS non-concurrent with other live loads. �Gj !•NG 1 N E�Cn /O 5)All plates are 2x4 MT20 unless otherwise indicated. V ,7 2 6)Gable requires continuous bottom chord bearing. 92 -9 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). ___NiQ �� r 8)Gable studs spaced at 1-4-0 oc. / 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / /� 10)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Q Cr 11)A plate rating reduction of 20%has been applied for the green lumber members. y AA__OREGON Jo 12) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AB,O,Q,P.R, 436,74), �` S,T,U,V,W,X,Y except jt=lb)AA=141. 14 t 2S)\,2A1- MRRIO- EXPIRES: 12-31-2019 April 25,2018 t 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not1101 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 K4541777 181772 B01 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:10:57 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-f5gD2_NMOIcSVT?nejvyKYpF22DIhoTKyh3CR8zNQjy 17-6-10 15-7-2 -1-0-0 I 15-0-11 15-i11 1-6-0 15-0-11 0--3-1-11-8 8.00 12 5s6 Scale=1:64.7 N O P 3x4 i M K n 7 46 FG `o o B :c1ij1j1II111i1!I1 AD AC AB AA Z Y X WVU T SRO 4x6 I 15-2-14 17-6-10 15-2-14 2-3-12 Plate Offsets(X,Y)-- [B:0-1-3,0-1-131.fAD:0-0-0,0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) 0.00 A n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 A n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 S n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-R Weight:171 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, N-P:2x6 DF SS G except end verticals,and 2-0-0 oc purlins(6-0-0 max.):N-P. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std G WEBS 1 Row at midpt P-Q,O-R,M-T,L-U,N-S OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 17-6-10. (Ib)- Max Hoz AD=398(LC 12) Max Uplift All uplift 100 lb or less at joint(s)AD,Q,R,T,U,V,W,X,Y,Z,AA,AB,S except AC=-139(LC 12) Max Gray All reactions 250 lb or less at joint(s)Q,R,T,U,V,W,X,Y,Z,AA,AB,AC,S except AD=296(LC 16) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AD=-256/311,B-C=-501/459,C-D=-432/352,D-E=-392/330,E-F=-346/290, F-G=-301/252,G-H=-255/215 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industryc.O PR OFF Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. c` s 4)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat � �cNG�NEF9 cSjO roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1,Lu=50-0-0 �? 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs :9200 P E �r non-concurrent with other live loads. 6)Provide adequate drainage to prevent water ponding. S-�. 7)All plates are 2x4 MT20 unless otherwise indicated. gi�j-' 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 1-4-0 oc. Q C- 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. OREGON 11)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide L- ��` qy o will fit between the bottom chord and anyother members. 2 O 14 12)A plate rating reduction of 20%has been applied for the green lumber members. 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AD,Q,R,T,U,V MER Q. RIO.* I ,W,X,Y,Z,AA,AB,S except(jt=lb)AC=139. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12-31-2019 April 25,2018 4 1 AWARNING-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,not1111111 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 K4541779 181772 B03 Common Girder 1 2 Job Reference(optional) Trus-Way,Inc.,Vancouver,WA 98668 Run:8.200 s Feb 19 2018 Print:8.210 s Feb 23 2018 MiTek Industries,Inc.Wed Apr 25 12:55:07 2018 Page 1 I D:m2OuSgG2e_5KVF52 M68h9mzP69H-VJC FQDyYrAPSmxIskTAFU Eb03w2tJUx9h 17M WJzN8VY 11-6-01 4-6-5 I 8-9-0 1 12-11-12 1 17-2-7 1 21-5-3 1 25-7-14 1 29-10-10 1 32-11-10 1 1-6-0 4-6-5 4-2-12 4-2-12 4-2-12 4-2-12 4-2-12 4-2-12 3-1-1 6x10 I I Scale=1:82.3 8.00 12 F 11 8x8 0/.1` 8x10 -- E G !�3x6IL •i 3x6N - H 3x6 i 3x6��C I , „Al �� MIN nu .=—rrii,M OIA�l. ■••IIII I LS IuIII m.i IlIi��'ARMES I`1 R Q P N M L V 0 W X Y Z AA AB AC K i 3x6 I 8x8= 10x14 = 12x14 10x14 = 8x8= 10x14=4x10 II 5x8 i HHUS28-2 HUS26 HUS26 HUS26 HUS26 HUS26 Special HUS26 1 4-6-5 1 8-9-0 1 12-11-12 1 17-2-7 17r8r4 21-5/--U15261 25-7-14 1 29-10-10 1 32-11-10 1 4-6-5 4-2-12 4-2-12 4-2-12 0-5-13 3-8-15 4-2-12 4-2-12 3-1-1 Plate Offsets(X,Y)— fB:0-1-12,0-2-101,fJ:0-3-0,0-3-81,IK:0-5-4,0-4-101,fL:0-3-9,0-6-01,fM:0-3-9,0-5-81,IN:0-7-0,0-6-01,10:0-7-0,0-6-41,FP:0-7-0,0-6-01,10:0-3-9,0-4-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.18 N-O >999 240 MT20 220/195 Snow(Pf/Pg)20.8/30.0 Lumber DOL 1.15 BC 0.52 Vert(CT) -0.41 N-O >942 180 TCDL 7.0 Rep Stress Incr NO WB 0.72 Horz(CT) 0.09 K n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.13 N-O >999 360 Weight:576 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 DF SS G*Except* TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except A-E,G-J:2x4 DF No.1&Btr G end verticals. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G*Except* WEBS 1 Row at midpt G-O E-P,G-N,J-L,F-O:2x4 DF No.1&BtrG,J-K:2x12 DF SS WEDGE Left:2x4 DF Stud/Std-G REACTIONS. (Ib/size) B=4852/0-5-8,K=10665/0-5-8 (req.0-6-5) Max Horz B=318(LC 31) Max UpliftB=-1146(LC 10),K=-2187(LC 10) Max Gray B=5403(LC 2),K=11866(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-8461/1733,C-D=-8683/1859,D-E=-8447/1884,E-F=-8217/1906,F-G=-8521/1975, G-H=-10641/2245,H-1=-11801/2341,1-.1=-10046/1912,J-K=-9873/1869 BOT CHORD B-R=-1379/6957,Q-R=-1379/6957,P-Q=-1398/7189,P-V=-1315/6943,O-V=-1315/6943, 0-W=-1593/8623,W-X=-1593/8623,N-X=-1593/8623,N-Y=-1799/9781,Y-Z=-1799/9781, M-Z=-1799/9781,M-AA=-1520/8300,AA-AB=-1520/8300,L-AB=-1520/8300,L-AC=-131/733, K-AC=-131/733 WEBS C-R=-517/177,C-Q=-264/427,D-Q=-51/257,D-P=-451/164,E-P=-188/505,E-0=-647/404, G-0=-3831/683,G-N=-719/4637,H-N=-1836/326,H-M=-257/1879,I-M=-359/1857, D PROF NOTES- I-L=-2259/529,J-L=-1604/8661,F-O=-1964/8591 \�,\��NGINE��Pett., 1)2-ply truss to be connected together with 10d(0.1311x3")nails as follows: �� 2-Y:.... Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc,2x12-2 rows staggered at 0-9-0 oc. 4c 89200P E Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. A-OREGON �(/C 4)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=33ft;eave=4ft;Cat.II; L ,, �<k Exp B;enclosed;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate < '9r 4 2° grip DOL=1.60 , OP' 5)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof MER R 11..\- V snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 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. April 25,2018 Continued on oaae 2 I t AWARNING-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 ekm 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 K4541779 181772 B03 Common Girder 1 2 Job Reference(optional) Trus-Way,Inc.,Vancouver,WA 98668 Run:8.200 s Feb 19 2018 Print:8.210 s Feb 23 2018 MiTek Industries,Inc.Wed Apr 25 12:55:08 2018 Page 2 ID:m2OuSgG2e_5KVF52M68h9mzP69H-zVmeeZzBcTXJN5J3HAhUOR8ZpK062xBJwPsv31zN8VX NOTES- 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,with BCDL=10.0psf. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)WARNING:Required bearing size at joint(s)K greater than input bearing size. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1146 lb uplift at joint B and 2187 lb uplift at joint K. 12)Use Simpson Strong-Tie HHUS28-2(22-10d Girder,8-10d Truss)or equivalent at 17-8-4 from the left end to connect truss(es)to front face of bottom chord. 13)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 19-7-6 from the left end to 30-7-6 to connect truss(es)to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1349 lb down and 221 lb up at 32-6-0 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:A-F=-56,F-J=-56,K-S=-20 Concentrated Loads(Ib) Vert:0=-3319(F)K=-1213(F)W=-1207(F)X=-1207(F)Y=-1207(F)Z=-1207(F)AA=-1207(F)AB=-1207(F)AC=-1207(F) 1 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 K4541780 181772 B04 Common 3 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:02 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-?2T65hRUrHEIcEtkRGV71cX6M3gFMyV45ynz6LzNQjt 11-64)1 5-11-3 I 11-6-13 17-2-7 I 22-10-1 I 28-5-11 I 33-11-6 1-6-0 5-11-3 5-7-10 5-7-10 5-7-10 5-7-10 5-5-11 4x6= Scale=1:73.4 8.00 12 F ri 5x6 i 07NN, 5x6 C' 0 N 2x4 \\ 4x6 p H 1 3x4 i Allit3x4 11 C AI& A B �: I M R ST U K L J 5x6 II 3x4 5x8= 3x4 3x6 = 8-9-0 17-2-7I 25-7-14 I 33-11-6 I I8-9-0 8-5-7 8-5-7 8-3-8 Plate Offsets(X,Y)— 1B:0-2-7,0-0-21.fE:0-2-4,0-3-01.fG:0-2-4.0-3-01,fL:0-4-0,0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.18 L-M >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.39 L-M >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.09 J n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.06 L-M >999 360 Weight:196 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 DF Stud/Std-G 1-6-0 WEBS 1 Row at midpt G-L,E-L,F-L,H-J REACTIONS. (lb/size) B=1363/0-5-8,J=1275/Mechanical Max Horz B=312(LC 11) Max Uplift B=-285(LC 12),J=-219(LC 12) Max Gray B=1518(LC 2),J=1417(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-2043/565,D-E=-1869/589,E-F=-1350/542,F-G=-1349/541,G-H=-1806/578, H-I=-396/166,I-J=-329/162 BOT CHORD B-M=-355/1787,L-M=-200/1488,K-L=-193/1338,J-K=-340/1504 WEBS G-L=-570/307,G-K=-70/388,E-L=-625/319,F-L=-415/1109,H-J=-1605/392,E-M=-83/465, D-M=-286/225 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right n exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 CEO P R°FF 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat '� C?�NE s/ roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 GJ . 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs N? ?i Ci non-concurrent with other live loads. w 9 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. =9200PE 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,with BCDL=10.Opsf. I 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. Q Cc 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) y OREGON to B=285,J=219. GAO M), 14 ZO'`°`414 P RRIL.- EXPIRES: 12-31-2019 April 25,2018 I I 'WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' N 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 ANSVTPII Duality 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 K4541781 181772 B05 Common 6 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:03 2018 Page 1 ID:m2OuSgG2e_5KV F52M68h9mzP69H-TFI UI1 R7cbMbDOSx?_OMZp317T915PQDKcWWeazNQjs r1-6-OI 5-11-3 I 11-6-13 I 17-2-7 22-10-1 I 28-5-11 I 34-0-14 35-10-14 I 1-6-0 5-11-3 5-7-10 5-7-10 5-7-10 5-7-10 5-11-3 1-6-0 4x6 = Scale=1:75.0 8.00 12 F ii 5x6 i 7 5x6 E G 1! A 0 2x4 i ,\\ )000,, 2x4 I/ .- p H Aik\ 1; .. 3x4 i 3x4 CJ l A B ./ ii Aill' �` J K to N W XM Y Z L 3x4= 5x8= 3x4 = 5x6 II 5x6 I I 8-9-0 I 17-2-7 I 25-7-14 I 34-4-14 I8-9-0 8-5-7 8-5-7 8-9-0 Plate Offsets(X,Y)- fB:0-2-7.0-0-21,fE:0-2-4,0-3-01.fG:0-2-4,0-3-01,fJ:0-2-7.0-0-21,IM:0-4-0.0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.19 M-N >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.41 M-N >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.51 Horz(CT) 0.09 J n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.07 M-N >999 360 Weight:193 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-10 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 Stud/Std G WEBS 1 Row at midpt F-M,G-M,E-M SLIDER Left 2x4 DF Stud/Std-G 1-6-0,Right 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=1384/0-5-8,J=1384/0-5-8 Max Horz B=303(LC 11) Max Uplift B=-288(LC 12),J=-288(LC 12) Max Gray B=1541(LC 2),J=1541(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-2082/573,D-E=-1908/596,E-F=-1391/550,F-G=-1391/550,G-H=-1908/596, H-J=-2082/573 BOT CHORD B-N=-306/1829,M-N=-152/1532,L-M=-152/1412,J-L=-306/1653 WEBS F-M=-425/1156,G-M=-624/319,G-L=-83/462,H-L=-285/225,E-M=-624/319,E-N=-83/462, D-N=-285/225 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vutt=l40mph(3-second gust)Vasd=111mph;TCDL=42psf;BCDt=5:Dpsf,is=25tt;B=45ft;L=34ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 k =1.60 -- ts:1,00 P R OFF 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat '�` N Ctrs roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 �Gj NAG EF9 /O 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs T ?i non-concurrent with other live loads. �� :9200PE 9r 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 441./ will fit between the bottom chord and any other members,with BCDL=10.Opsf. 1g.": 7)A plate rating reduction of 20%has been applied for the green lumber members. k --QP ' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Q Q B=288,J=288. 7G OREGON�� �4(/ <O �y 14, 1-Q 'i„ MFRR11.\-0 EXPIRES: 12-31-2019 April 25,2018 t I 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,notmilt a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541782 181772 B06 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:05 2018 Page 1 ID:m2OuSgG2e5KVF52M68h9mzP69H-Qd9EjTN8CcJTicJ6P2gfE9gVHu WZNm Wnw?djgzNQjq T1-6-01 4-7-6 11- 11-6-13 113-3-01 17-2-7 I 22-10-_1 28-5-11 I 34-4-14 3)5-10-14 1-6-0 4-7-6 1-3-1J 5-7-10 1-8-3 3-11-7 5-7-10 5-7-10 5-11-3 1-6-0 3x4= Scale=1:81.1 8.00 12 R T 1111 - 3x4U V 3x4J4x6 H = WX„„ , F YE., 1 Z� ABrD = AC3x4 ii D AE 3x4 QB ./j __ - - - - -IN(� �c 4 AGI A 0. o ..i==--=_AlA-1rA . =:=:=--=-=-=-:\ to 4H AV AS AR AQ AP AO AN AM AL AK AJ Al 4x6 II 3x10 = AU SII 3x6= 3x6 II 4x6 = I 8-9-0 I 17-2a I 25-7-14 I 34-4-14 I 8-9-0 8-5-7 8-5-7 8-9-0 Plate Offsets(X,Y)-- 1B:0-2-7,0-0-21.F:0-2-0,Edgel,fAG:0-2-7,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.07AV-BF >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.37 Vert(CT) -0.22AV-BF >955 180 TCDL 7.0 BCLL 0.0 Rep Stress Ina YES WB 0.20 Horz(CT) 0.03 AG n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) -0.02AV-BF >999 360 Weight:301 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 10-0-0 oc bracing:B-AV,AT-AV. OTHERS 2x4 DF Stud/Std G WEBS 1 Row at midpt R-S,P-Q,U-AR,V-AQ SLIDER Left 2x4 DF Stud/Std-G 1-6-0,Right 2x4 DF Stud/Std-G 1-6-0 JOINTS 1 Brace at Jt(s):S,0,I REACTIONS. All bearings 17-0-0 except(jt=length)B=0-5-8. (Ib)- Max Horz B=-303(LC 10) Max Uplift All uplift 100 lb or less at joint(s)AG,AR,AQ,AP,AO,AN,AM,AL,AK,AJ,Al except B=-145(LC 12), AS=-177(LC 12) Max Gray All reactions 250 lb or less at joint(s)AR,AQ,AP,AO,AN,AM,AL,AK,AJ,Al,AG except AG=251(LC 28),B=874(LC 2),AS=268(LC 22),AT=585(LC 22),AT=527(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-988/207,D-E=-791/169,AC-AD=-258/215,AD-AE=-299/241,AE-AG=-362/326, E-G=-666/301,G-I=-678/309,I-K=-697/325,K-M=-752/370,M-0=-830/430,O-Q=-907/487, Q-S=-919/517,S-AT=-1003/484 BOT CHORD B-AV=-47/885,AT-AV=-49/881,AS-AT=-235/385,AR-AS=-235/385,AQ-AR=-235/385, AP-AQ=-235/385,AO-AP=-235/385,AN-A0=-235/385,AM-AN=-235/385,AL-AM=-235/385, AK-AL=-235/385,AJ-AK=-235/385,AI-AJ=-235/385,AG-A1=-235/385 WEBS E-AV=-103/471,D-AV=-269/177 QED PROF�c NOTES- �� cS.0 1)Unbalanced roof live loads have been considered for this design. s �NG'NFtc9 ' 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=34ft;eave=4ft;Cat. 7 * II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right �� -9 exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 :9240P 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry,0 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangsOREGON I" 4/4/nononcurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. 0 -9y 14 2.0 Q`�� non- concurrent Gable studs spaced at 1-4-0 oc. /�c Qj 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ``R Ai 1.-- 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. EXPIRES: 12-31-2019 10)A plate rating reduction of 20%has been applied for the green lumber members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AG,AR,AQ,AP, April 25,2018 rn /hrA nttAAh AAAaA9 Al? Al Al Al: ra cvrnf lit=lhl R=146 AQ=177 / I AWARN/NG-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,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 ANSVTPII 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 K4541782 181772 B06 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:06 2018 Page 2 ID:m2OuSgG2e_5KVF52M68h9mzP69H-ugjcx3U?vWkA4sBVg6Z3BShrFgEllg0f0aIAF7zNQjp NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • AWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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 ANSIITPN 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 K4541783 181772 CO1 Common 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:07 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-MOH?8PVdgpsl i?IiEg41kfE1 A4ZI1 H8pFEUknZzNQjo 1 -1-6-0 l 4-7-6 8-11-3 I 13-3-0 I 17-10-6 19-4-6 I 1-6-0 4-7-6 4-3-13 4-3-13 4-7-6 1-6-0 4x6= Scale=1:41.0 E 0 8.00 12 2x4 2x4�' D F r. 44 • 3x4 i 3x4�� C G 94 B 74 : �- H I Io oc .t .t J 4x6 II 3x10 = 4x6 II I 8-11-3 I 17-10-6 I 8-11-3 8-11-3 Plate Offsets(X,Y)-- fB:0-2-5,0-0-21,fH:0-2-7,0-0-2] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.07 J-M >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.20 J-M >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.02 H n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.01 J >999 360 Weight:87 lb FT=20% 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 Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0,Right 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=758/0-5-8,H=758/0-5-8 Max Horz B=161(LC 11) Max Uplift B=-180(LC 12),H=-180(LC 12) Max Gray B=846(LC 2),H=846(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-838/284,D-E=-743/242,E-F=-743/242,F-H=-838/284 BOT CHORD B-J=-87/745,H-J=-87/744 WEBS E-J=-111/519,F-J=-278/186,D-J=-278/186 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 CEO P R OFF 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs �. � NG I NEF�s�O 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. /fj 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 �� o '� will fit between the bottom chord and any other members. 89200PE r 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) • B=180,H=180. ,t,OREGON e; <0gy14, 2.° b.. el,�FRRILANV - EXPIRES: 12-31-2019 April 25,2018 4 , iiiit A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE(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 ANSIITPI1 Quality Criteria,088-89 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 K4541784 181772 CO2 Common Supported Gable 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:08 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-gCrNMIVFR7?uK9KunXcXGtnBcU?XmnbyUuEHJ?zNQjn -1-6-0I 8-11-3 I 17-10-6 I 19-4-6 1-6-0 8-11-3 8-11-3 1-6-0 3x4= Scale=1:41.7 I J H ill r. TwYl Y Y Y Y Y 8.00 F G1111111.Y Y L Y M r E r Y Y�B/P,C�� Dn NGYl 3xs I P,,\ R6 Q '99 12 o •.1.. •.•.1 �.••.• �.•-•.•.• �.•.•TAKAK � .� - . . . . . . AE AD AC AB AA Z Y X W V U T S R 3x6 II 17-10-6 17-10-6 Plate Offsets(X,Y)- f1:0-2-0,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 Q n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.02 Q n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 R n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix-R Weight:117 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 17-10-6. (Ib)- Max Horz AE=-177(LC 10) Max Uplift All uplift 100 lb or less at joint(s)AE,R,Z,AA,AB,AC,AD,W,V,U,T,S Max Gray All reactions 250 lb or less at joint(s)AE,R,Y,Z,AA,AB,AC,AD,X,W,V,U,T,S FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=25.0 psf(roof five toad:Lumber Ptate-DOL-1.15),12g-30.0psf-(ground-snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 5)This truss has been designed for greater of min roof live Inad of 19 n psf nr 2 00 times flat roof load of 20.8 psf on overhangs ���D P R OFF non-concurrent with other live loads. ,_`GI GINE s'a 6)All plates are 2x4 MT20 unless otherwise indicated. \ V` 7 !� 7)Gable requires continuous bottom chord bearing. 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �� • _ rs r- 9r" 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.0psf 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. 12)A plate rating reduction of 20%has been applied for the green lumber members. Q Cr 13) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)AE,R,Z,AA,AB -y OREGON�� �40 ,AC,AD,W,V,U,T,S. 2Q y14 2.0 P10 MERRtL\-0 EXPIRES: 12-31-2019 April 25,2018 t r Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. la 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 propedy incorporate this design into the overall /� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and 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 K4541785 181772 001 Common Supported Gable 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:09 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-IPOIZ5WtCR7lxJv4LF7mp4JMOuKoVEB6iYzrsRzNQjm -1-6-0 6-8-9 I 13-5-2 l 14-11-2 I 1-6-0 6-8-9 6-8-9 1-6-0 3x4 = Scale=1:32.8 G F II H r V E 8.00 112 r D J 1.1 u C K r I I ll cc�� B L • A1111 A A A A 111163:6 M Io of r r r r r r r r A !�TT♦T 00000 W V U T S R Q P O N 3x6 I I 13-5-2 13-5-2 Plate Offsets(X,Y)- IG:0-2-0,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc 1/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.24 VertLL -0.01 M n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.02 M n/r 90 TCDL 7.0 ( ) BCLL 0.0 Rep Stress!nor YES WB 0.04 Horz(CT) 0.00 N n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 13-5-2. (Ib)- Max Horz W=143(LC 11) Max Uplift All uplift 100 lb or less at joint(s)W,N,T,U,V,Q,P,0 Max Gray All reactions 250 lb or less at joint(s)W,N,S,T,U,V,R,Q,P,0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs ��Q,�p PRO p non-concurrent with other live loads. C6161 6)All plates are 2x4 MT20 unless otherwise indicated. eco NGINe "02 7)Gable requires continuous bottom chord bearing. ,� 8)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). '9200P �r 9)Gable studs spaced at 1-4-0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide -' will fit between the bottom chord and any other members. l - /� .•crIP' 12)A plate rating reduction of 20%has been applied for the green lumber members. 13)PProOvide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)W,N,T,U,V,Q, OREGON ��(/� <O 4y 14 zoN -4.. EXPIRES: 12-31-2019 April 25,2018 t t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mg 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 NNNTek' 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 K4541786 181772 D02 Common 4 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:10 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-mby7mRXWykFcZTUHvye?MIsUJIbCEg8FxCjO0uzNQjl I -1-6-0 I 6-8-9 I 13-5-2 1-6-0 6-8-9 6-8-9 4x6= Scale:3/8"=1' D as 8AIIIIIIhhEh.3..x4 00 12 3x4 �� '+ F 4,B 1 IS 1111.11 .1 .1 . 11.14.1 .111M11.111111MilMilli 13 Ia Ai>/ llIM G �. M. 4x6 II 2x4 II 4x6 II I 6-8-9 I 13-5-2 6-8-9 6-8-9 Plate Offsets(X,Y)- FB:0-2-11.0-0-21,FF:0-2-9.0-2-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.07 G-J >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.14 G-J >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.02 B n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 Matrix-MP Wind(LL) 0.05 G-J >999 360 Weight:54 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0,Right 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) F=503/0-5-8,B=595/0-5-8 Max Holz B=121(LC 11) Max Uplift F=-83(LC 12),B=-155(LC 12) Max Gray F=559(LC 2),B=665(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-619/182,D-F=-616/179 BOT CHORD B-G=-22/424,F-G=-22/424 WEBS D-G=-6/302 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 = .6O 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=10.8 s(flat G roof snow:Lumber DOL=1.15 Plate DOL=1_15);-Category II;_Exp B;Fully Exp.;Ct=1.1 �ikED PR OFA 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs !`GI NE� s�A non-concurrent with other live loads. \ V` ,7 p!� 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 89200PE 91' will fit between the bottom chord and any other members. - 8)A plate rating reduction n 20%has been applied for the greeninglumber members. I� /� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)F except(jt=lb) /� B=155. -- 9 ,�OREGON I), �4/ 7Ogy142°\ P+ ``/ RRI1..\-`a. EXPIRES: 12-31-2019 April 25,2018 I II 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 I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent 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,DSB489 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 K4541787 181772 E01 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:12 2018 Page 1 I D:m2OuSgG2e_5KVF52M68h9mzP69H-jz4tB6YmUMVKonefONgTRjxuv5LPiZpYOWCVSmzNQjj 1 -1.6-0I 4-4-0 8-4-7 12-4-14 j 16-8-14 18-2-14 1-6-0 4-4-0 4-0-7 4-0-7 4-4-0 1-6-0 3x4= Scale=1:40.5 I 8.00 10 1:40. A00,1101°... .. �\ P o Y Y Y Y Y Y Y v Q 12 o 3x6 II Z Y X W V U T S R 3x6 II 8-4-7 11-9-6 16-8-14 8-4-7 3-4-15 4-11-8 Plate Offsets(X,Y)-- FB:0-2-7,0-0-411:0-2-0,Edoel,1.P:0-2-7.0-0-2j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 R-Al >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 R-AI >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Ina YES WB 0.18 Horz(CT) 0.00 R n/a n/a BCDL 10.0 Code IRC20151TP12014 Matrix-MS Wind(LL) -0.00 R-AI >999 360 Weight:108 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std G 10-0-0 oc bracing:R-S,P-R. OTHERS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0,Right 2x4 DF Stud/Std-G 1-6-0 REACTIONS. All bearings 11-9-6 except(jt=length)P=0-5-8,R=0-3-8. (Ib)- Max Horz B=-152(LC 10) Max Uplift All uplift 100 lb or less at joint(s)B,P,W,X,Y,Z,T except S=-131(LC 12) Max Gray All reactions 250 lb or less at joint(s)B,V,W,X,Y,Z,U,T,S,R,B except P=340(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/7P11. 4)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 CEO P R OFF 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs \��(AO NEF�sN-- non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated.7)Gable studs spaced at 1-4-0 oc. �� n 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200P E 9)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10)A plate rating reduction of 20%has been applied for the green lumber members. ?OOP 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,P,W,X,Y,Z, i CC T,B except(jt=lb)S=131. 74. 4,OREGON, 4/ )\-..i. <0 -9y 14, 2 P# MFR R ILA- 0 EXPIRES: 12-31-2019 April 25,2018 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIMICREFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Iiii. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541788 181772 E02 Common 4 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:13 2018 Page 1 ID:m2OuSgG2e5KVF52M68h9mzP69H-BAeGPSZOFfdBQwDsa4BizwU3fVdwR?nhdAx2?DzNQji 4-4-0 8-4-7 I 12-4-_14 16-8-14I 18-2-14 4-4-0 4-0-7 4-0-7 4-4-0 1-6-0 4x6= Scale=1:38.6 D FA 8.00 I12 2x4 ' 2x4•i C E • 3x4 i 3x4 '� F B A FT I� �\ G TIo H to Ot Pt ►/ I ►t 4x6 II 3x10= 4x6 II 8-4-7I 16-8 14 I 8-4-7 8-4-7 Plate Offsets(X,Y)- 1A:0-2-5,0-0-21,fG:0-2-7,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.05 I-L >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.34 Vert(CT) -0.16 1-L >999 180 TCDL 7.0 Rep Stress Ina: YES WB 0.19 Horz(CT) 0.02 G n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.01 I-L >999 360 Weight:79 lb FT=20% 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 Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0,Right 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) A=629/0-5-8,G=720/0-5-8 Max Horz A=-147(LC 10) Max Uplift A=-106(LC 12),G=-176(LC 12) Max Gray A=699(LC 2),G=803(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-C=-792/280,C-D=-701/237,D-E=-699/235,E-G=-885/272 BOT CHORD A-1=-94/708,G-I=-81/694 WEBS D-I=114/481,E-I=-259/172,C-1=-256/188 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and f r&MWFRS for reactions shown;tumberDOL=1.60 plate-grip-DOL=1.60 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1 T5 Plate DOL=1.15);Pg=30.0 psf(ground snow);P1=20.8 psf(flat roof snow:Lumber DOL=1.15_P_late DOL=1 15);Category II;Exp BEu1Iy Exp.:Ct=1.1 01) P R o, Fs 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. �Cf�?�C;\ !NG I NE�• s1/, 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 Ct. 89200PE "91! 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) ,L A=106,G=176. C) � !i 4OREGON �4,i <Q 414 2Q P4 MRRILY-6 EXPIRES: 12-31-2019 April 25,2018 I I 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,notifit 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 ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541789 181772 F01 Common Supported Gable 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:14 2018 Page 1 I D:m2OuSgG2e_5KVF52M68h9mzP69H-fMCecoa00zl224o28ojxW81 DLv2gAVdrsghbXfzNQjh 2-8-8 5-5-0 I 6-11-0 I 2-8-8 2-8-8 1-6-0 Scale=1:18.2 3x4 = C 2x4 II ;; 8.00 12 D 2x4 B Alp LI N N 3x6 II A E II i �, J I H G 3x6 I I 2x4 I I 2x4 II I 5-5-0 I 5-5-0 Plate Offsets(X,Y)-- fC:0-2-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.01 F n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.02 F n/r 90 TCDL 7.0 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(CT) 0.00 G n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-R Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G REACTIONS. All bearings 5-5-0. (Ib)- Max Horz J=-75(LC 10) Max Uplift All uplift 100 lb or less at joint(s)J,I,H except G=-119(LC 12) Max Gray All reactions 250 lb or less at joint(s)J,G,I,H FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs .(<..% 2tp PR 0/Crss non-concurrent with other live loads. [.%. N `n 6)Gable requires continuous bottom chord bearing. Cos V C7 E T 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �� N �/fj 8)Gable studs spaced at 1-4-0 oc. Q. 89200PE 9�' 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. laillr � 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)J,I,H except (jt=lb)G=119. 4/OREGON R tv� /O 9 ' 14 20NP+� MER R I LY- v EXPIRES: 12-31-2019 April 25,2018 4 iii. A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541790 181772 J01 Jack-Open 5 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:14 2018 Page 1 I D:m2OuSgG2e_5KV F52M68h9mzP69H-fMCecoa00z1224o28ojxW 81 Aev_gAU q rsq hbXfzN Qj h -1-6-0 6-6-12 6-6-1 2 1-6-0 6-6-12 0--0 Scale=1:30.8 2x4 II E D 8.00 12 3x4 i 9 61,41;* on B ■ ■ �� A G F 3x6 I I 3x4 I I 6-8-12 6-8-12 Plate Offsets(X,Y)- fB:0-2-5.0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.07 G-J >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.20 G-J >377 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.04 B n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.08 G-J >999 360 Weight:31 lb FT=20% 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 Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=335/0-5-8,G=257/Mechanical Max Horz B=204(LC 12) Max Uplift B=-50(LC 12),G=-106(LC 12) Max Gray B=376(LC 2),G=288(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-460/120 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live toad of 12.0 pal ur 2.00 timessflat-roofioad-of-20 8psf-on overhangs non-concurrent with other live loads. p 4)This truss has been designed for a 10.0 psf bottom chord liv any nther live made � �� P R of 5h 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 ! GINE will fit between the bottom chord and any other members. vN F p 6)A plate rating reduction of 20%has been applied for the green lumber members. ,C? 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)B except(jt=lb) 9200P E G=106. ,_OREGON Ix 4/ 1-?6,7,/}, 14 MERR6 EXPIRES: 12-31-2019 April 25,2018 f / A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. MB Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541791 181772 KO1 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:15 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-7YmOg8benHtvIENEiVEA3LZFYJNbvxU_5UQ935zNQjg I -1-6-0 I 4-1-14 8-3-12 1-6-0 4-1-14 4-1-14 E F Scale=1:36.8 il 8.00 riY m D N 4 h9 111 3x4 i � la 1 . w w w wEA• - 3x6 I I H G K J I 6x6 = 4-6-8I 8-3-12 4-6-8 3-9-4 Plate Offsets(X,V)-- fB:0-2-7.0-0-21,FH:0-2-15.0-3-11.fQ:0-2-0.0-0-101 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.00 H-I >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.01 H-I >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.12 Horz(CT) 0.00 H n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.00 V >999 360 Weight:63 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. All bearings 4-6-8 except(jt=length)H=Mechanical,1=0-3-8,1=0-3-8. (lb)- Max Horz B=248(LC 9) Max Uplift All uplift 100 lb or less at joint(s)J,K except B=-132(LC 12),H=-128(LC 9) Max Gray All reactions 250 lb or less at joint(s)J,K,1,!except B=378(LC 2),H=317(LC 22),B=330(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS D-FI=-265/223 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 aEp PROFF 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs \r_.``NGI N�F61.oC �O non-concurrent with other live loads. ..7 5)All plates are 2x4 MT20 unless otherwise indicated. N? ?i 6)Gable studs spaced at 1-4-0 oc. N.r -� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 89200PE r 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. 1_414.4:I10- 40 ----1*.. 10) Refer to girder(s)for truss to truss connections. Cr 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)J,K except .17G OREGON K 4, Qt=1b)B=132,H=128,B=132. AO�Y 1 +�4 r- 0% ERR1L'- EXPI RES: 12-31-2019 April 25,2018 1 t 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 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 K4541792 181772 K02 Monopitch 3 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:16 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-blJ01 UcGYa?IHOxQFDIPbZ6QHieneMK7J8AibXzNQjf -1-6-0I 4-1-14 I 8-3-12 1-6-0 4-1-14 4-1-14 2x4 I I Scale=1:36.2 E F 8.00 12 2x4 • • • 3x4�i C B , 4I A �� ►t H G 3x10 II 6x6 = 8-3-12 8-3-12 Plate Offsets(X,Y)- fB:0-3-11,Edgel,fH:0-2-12.0-3-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.09 H-K >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.28 H-K >348 180 TCDL 7.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 B n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.01 H-K >999 360 Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=393/0-5-8,H=319/Mechanical Max Horz B=248(LC 9) Max Uplift B=-100(LC 12),H=-105(LC 9) Max Gray B=440(LC 2),H=369(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-653/122 WEBS D-H=-325/201 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1:15);Category II;Exp B rutty Exp.;Ct=L I- 3)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs D non-concurrent with other live loads. 1�E� P R()Fe s 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` 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 SD 04 NEWT /© will fit between the bottom chord and any other members. wC? 2 6)A plate rating reduction of 20%has been applied for the green lumber members. �" 89200PE 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)except(jt=lb) ' B=100,H=105. • -7, ,_OREGON Ix to �O 142.O - FRR10- EXPIRES: 12-31-2019 April 25,2018 a 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 I building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 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 I K4541793 I 181772 K03 Monopitch 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:17 2018 Page 1 I D:m2OuSgG2e_5KV F52M68 h9mzP69H-3xtmEgcvJu7cvY W d pwGe8meb16_0N pa H YovG8_zNQje -1-6-0I 4-1-14 I 8-3-12 1-6-0 4-1-14 4-1-14 2x4 II Scale=1:36.2 E F 8.00 12 2x4 �� D • • 3x4 C of iiiibi rig i�o A IPM� H G 3x10 II 3x10 = 8-3-12 I 8-3-12 Plate Offsets(X,Y)- r110-3-11,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.09 H-K >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.33 Vert(CT) -0.28 H-K >348 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.02 B n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.01 H-K >999 360 Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=393/0-5-8,H=319/Mechanical Max Horz B=248(LC 9) Max Uplift B=-100(LC 12),H=-105(LC 9) Max Gray B=440(LC 2),H=369(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-653/122 WEBS D-H=-325/201 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs �CD PROFF non-concurrent with other live loads. 6 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. \ N�,I NEF��% 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 GJ will fit between the bottom chord and any other members. 4, 6)A plate rating reduction of 20%has been applied for the green lumber members. �� 92 O -V 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)except(jt=lb) �� B=100,H=105. % OREGON1� �4/ /0gy14, 20 + /11 RIO- EXPIRES: 12-31-2019 April 25,2018 I , ite 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/TPM 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 K4541794 181772 K04 Jack-Open 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:17 2018 Page 1 I D:m2OuSgG2e_5KV F52M68h 9mzP69H-3xtmEq cvJ u7cvY WdpwGe8meiu6z?NgtHYovG8_zNQje -1-6-0 5-5-13 7-5-5 1-6-0 5-5-13 1-11-8 Scale:3/8"=1' E 2x4 \\ 8.00 12 3x4 A ea *MI 3x10 II 3x4= 8-3-12 I , 8-3-12 Plate Offsets(X,Y)- f6:0-3-9.Edgel,FF:Edoe,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.13 F-I >775 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.40 F-I >250 180 TCDL 7.0 Rep Stress Ina YES WB 0.12 Horz(CT) 0.03 B n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.08 F-I >999 360 Weight:35 lb FT=20% 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 Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=402/0-5-8,F=261/Mechanical Max Holz B=240(LC 12) Max Uplift B=-62(LC 12),F=-123(LC 12) Max Gray B=451(LC 2),F=288(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-633/6 WEBS D-F=-268/298 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15)_Category tt;Exp t;-1=utly Exp�;-Ct=ti - - 3)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. '<�OD P R Ore 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. e `.,`G�NF� n 61. 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 V` T !� 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. •-<"� :9200P 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)B except(jt=lb) F=123. 4 OREGON�� 4/ <04' 14 r- P+ MFRR►LL v EXPIRES: 12-31-2019 April 25,2018 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 MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* ek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541795 181772 K05 Jack-Open 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:18 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-X7R9SAdX4CFTWi5pNdntg_BuuWJB6HWQnSfpgQzNQjd i -1-6-0 I 5-5-13I 6-8-5 1-6-0 5-5-13 1-2-8 Scale=1:30.0 E 2x4 \\ D • 8.00 12 ui 3x4 i C 9 EllB ge as •io ' rn A MI 8, ►I F 4x6 I I 3x4= 8-3-12 8-3-12 Plate Offsets(X,Y)- IB:0-2-1.0-0-21.IF:Edoe,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.13 F-I >775 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.41 F-I >245 180 TCDL 7.0 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(CT) 0.04 B n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.07 F-I >999 360 Weight:34 lb FT=20% 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 Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=396/0-5-8,F=225/Mechanical Max Horz B=214(LC 12) Max Uplift B=-72(LC 12),F=-81(LC 12) Max Gray B=444(LC 2),F=247(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-626/5 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. �C P R Fc 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 s 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 GENE s4 will fit between the bottom chord and anyother members. 6)A plate rating reduction of 20%has been applied for the green lumber members. O?/ 7)Refer to girder(s)for truss to truss connections. �/ S" 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. 89200PE 1- 41IF sr CC" yy 4 OREGON N,,_ X40 /O q' 14, 2o P-E- MR R I LA- EXPIRES: 12-31-2019 April 25,2018 / f 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 IMiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541796 181772 KO6 Jack-Open 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:19 2018 Page 1 I D:m2OuSgG2e_5KVF52M68h9mzP69H-?K?XfVe9rVNK8rg?xLl6DBk2VwfPrk6a?6OMCszNQjc -1-6-0 5-11-5 1-6-0 5-11-5 Scale=1:27.4 2x4 \\ E D 8.00 12 3x4 ffl?* I53 4x6 II 3x4 = 8-3-12 8-3-12 Plate Offsets(X,Y)- FF:Edue,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.13 F-I >775 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.41 F-I >243 180 TCDL 7.0 Rep Stress Incr YES WB 0.08 Horz(CT) 0.04 B n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MP Wind(LL) -0.07 F-I >999 360 Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-5 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 Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=386/0-5-8,F=194/Mechanical Max Horz B=189(LC 12) Max Uplift B=-78(LC 12),F=-43(LC 12) Max Gray B=432(LC 2),F=211(LC 22) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-621/3 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 3)This truss has been desymed for greater of min roof five load-of 12.0 psf or 2.00 times list TooftoaU of 20.8 psf un-overhangs non-concurrent with other live loads. p 4)This truss has been designed for a 10.0 psf bottom chord with-any other live loads !(gy p P_ROpe 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide c:SC NG`N�� sp C) will fit between the bottom chord and any other members. 0a_ T 6)A plate rating reduction of 20%has been applied for the green lumber members. ,c, 4. 7)Refer to girder(s)for truss to truss connections. 9< 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)B,F. 89200PE • , OREGON\� klv� 47,0'71)- 14 2.0 SFRRILA- EXPIRES: -EXPIRES: 12-31-2019 April 25,2018 � 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 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 ANSIITPN 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 K4541797 181772 LO1 Monopitch Supported Gable 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:20 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-U WZvtrfncpVBm?FCU2pLmPGEPK5BaCujEm8wIJzNQjb -1-6-0 I 4-2-12 I 1-6-0 4-2-12 Scale=1:21.4 2x4 I I F VriAllil IN • , �.., Pi Aor r������i�������A H G 3x6 I I 2x4 I I 2x4 I I 2x4 I I I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) 0.00 E n/r 120 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.04 Vert(CT) -0.00 E n/r 90 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 H n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 Matrix-R Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: OTHERS 2x4 DF Stud/Std G 10-0-0 oc bracing:G-H. REACTIONS. All bearings 4-2-12. (Ib)- Max Horz K=146(LC 9) Max Uplift All uplift 100 lb or less at joint(s)K,H,I except J=-103(LC 16) Max Gray All reactions 250 lb or less at joint(s)H,J,1 except K=301(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-K=-260/147 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 G 4)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs �4� P R��F s non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. 5(, s 6)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). �5 �1 G I N EC,n /O 7)Gable studs spaced at 1-4-0 oc. � v T /L. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� •n 'O �� 9)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 7 will it between the bottom rd and any other members.forthe ilr, 10)A plate rating reduction of 20%has been applied for the green lumber members. 11) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)K,H,I except (jt=lb)J=103. Q Cr OREGON � -74- /11,ilk 14 `4° +� 41 nRILL EXPIRES: 12-31-2019 April 25,2018 t t mir 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 ANSUTPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply K4541798 181772 L02 Monopitch 6 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:20 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-U WZvtrfncpVBm?FCU2pLmPGEyK47aCXjEm8wIJzNQjb -1-6-0 4-2-12 1-6-0 4-2-12 Scale=1:21.4 2x4 II E D • 8.00 171F m 3x4 ; C B 44110 PS" in I o A ,, 3x6 I I F 3x4 II 4-2-12 4-2-12 Plate Offsets(X.Y)- f6:0-2-7.0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.01 G-J >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 G-J >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 B n/a n/a BCDL 10.0 Code IRC2015fTP12014 Matrix-MP Wind(LL) -0.01 G-J >999 360 Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-2-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) G=157/Mechanical,B=246/0-5-8 Max Horz B=137(LC 9) Max Uplift G=-61(LC 9),B=-87(LC 12) Max Gray G=184(LC 22),B=278(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr-25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 3)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs non-concurrent with other live loads. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. t Q`n D 0 5)'This truss has been designed for a live-load of 20.0psf on the bottom-chordin all areas where a rectangle 3-6-0 tall by 2-0-0 wide 6 t je will fit between the bottom chord and any other members. '` s ! �'p j . 6)A plate rating reduction of 20%has been applied for the green lumber members. N FQ 7)Refer to girder(s)for truss to truss connections. ,� 1 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)G,B. Q :9200PE ,� OREGON ti "O ' 14 2O � - MEr11310-0 EXPIRES: 12-31-2019 April 25,2018 4 I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,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 K4541799 181772 P01 Roof Special 5 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:21 2018 Page 1 ID:m2OuSgG2e_5KV F52M68h9mzP69H-yi7H4BfPN7d2N9gO2mLaIcpJYjLrJVAtTQtTHIzNQja 5-9-8I 11-3-8 17-1-0I I 5-9-8 5-5-15 5-9-8 Scale=1:34.0 A B 3.00 112 3x4 C L eka\ 4x6 D w 3x6 11 EF 0 0 1t_1 Iv ° .d I H K J 3x4= G 3x10= 4x8 = 8-6-8 17-1-0 I 8-6-8 8-6-8 Plate Offsets(X,Y)- rH:0-3-9.0-2-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.08 1-J >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.40 Vert(CT) -0.26 I-J >770 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.02 H n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.03 I-J >999 360 Weight:85 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) J=646/Mechanical,H=646/Mechanical Max Horz J=-226(LC 10) Max Uplift J=-150(LC 11),H=-132(LC 11) Max Gray J=773(LC 19),H=717(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD C-D=-902/322 BOT CHORD I-J=-118/660,H-1=-283/951 WEBS C-J=-798/349,C-1=-44/402,D-H=-890/324 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. �� PR Fc 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q C 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \` NG'N ��s�O will fit between the bottom chord and any other members. Gj E 7 6)A plate rating reduction of 20%has been applied for the green lumber members. �� 2 7)Refer to girder(s)for truss to truss connections. -9 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 9200PE J=150,H=132. allik/'� ,�OREGON R 400 7O qy 14, 2 „‘t..--..1 T- ' RR11.\- EXPIRES: 12-31-2019 April 25,2018 t I Q WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply K4541800 181772 P02 GABLE 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:22 2018 Page 1 ID:m2OuSgG2e_5KVF52M68h9mzP69H-QvhfiXgl8Qly?JPacTsprgMU17hH2tP0i4dlpBzNQjZ 5-9-8 11-3-8 17-1-0 I 5-9-8 5-5-15 5-9-8 2x4-_ Scale=1:36.6 3x4 II A B 2x4 II 2x4 II r : 2x4 II 3.00 12 1411 3x4= E T � 54. axs= r F rir ,til, 0, /Pfrb 3x6 II �,H 0-•0 1iniiiii rim co'4 KJ I M L 3x4 = 4x10=1 5x8= 1 8-6-8 17-1-0 8-6-8 8-6-8 Plate Offsets(X,Y)- fJ:0-3-8,0-1-141.[L:0-3-5.0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.07 K-L >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.38 Vert(CT) -0.23 K-L >873 180 TCDL 7.0 Rep Stress Incr YES WB 1.00 Horz(CT) 0.02 J n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.02 K-L >999 360 Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G JOINTS 1 Brace at Jt(s):C REACTIONS. (lb/size) L=646/Mechanical,J=646/Mechanical Max Horz L=-226(LC 10) Max Uplift L=-150(LC 11),J=-132(LC 11) Max Gray L=773(LC 19),J=717(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD E-F=-900/320 BOT CHORD K-L=-119/658,J-K=-282/951 WEBS D-L=-797/302,D-E=-773/360,E-K=-40/393,F-J=-889/320 NOTES- 1)Wind:ASCE 7-10;Vult=l4omph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind toads-irrthe plane of the truss only. For •• - •• - _ , see Standard In ----- - Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pr=25.0 psf{roof live load:Lumber DOL=1-- • - - •• = •-r= • I • • • •• ow);Pf=20.8 psf(flat- 4Q P R Qp. roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 e.., -\\ G(NF sf 4)Unbalanced snow loads have been considered for this design. N F T 5)Gable studs spaced at 1-4-0 oc. ��? 4. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 8,,, , 9T-- 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. 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)except(jt=lb) Q (r• L=150,J=132. p -OREGON to 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. IA - -47,q ZO\ A. O y14, *.T. MFR R it-\-0 EXPIRES: 12-31-2019 April 25,2018 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. mg 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 PVIFTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K4541801 181772 Q01 Common Supported Gable 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:23 2018 Page 1 ID:aj WzVIZHS7ioPNSDUzIsOuzNTWw-u5F2VthfvktmdT_nABN2N 1 uIXX5DnZO9wJMaLdzNQjY -1-6-0I 14-3-14 15-6-4 1-6-0 14-3-14 I 1-2-6 Scale=1:27.3 3x6 = K L M J �� 3.00 12 H - G F - 01 E - D A - 3x6= r M C r B r 5.1 HE o a 0 a a a a rxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxxx) - 3x6 II V U T S R 0 P 0 N 15-6-4 15-6-4 Plate Offsets(X,Y)- fB:0-4-5,Edgel,fL:0-3-0,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc 1/deft Ltd PLATES GRIP TCLL(roof) 25.0 ( ) Snow(Pf/Pg) 20.8/30.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) 0.00 A n/r 90 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(CT) -0.00 N n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-S Weight:80 lb FT=20% 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.t&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std G SLIDER Left 2x4 DF Stud/Std-G 2-2-10 REACTIONS. All bearings 15-2-12. (Ib)- Max Horz B=155(LC 13) Max Uplift All uplift 100 lb or less at joint(s)N,B,T,U,V,S,R,Q,P,0 Max Gray All reactions 250 lb or less at joint(s)N,T,U,S,R,Q,P,0 except B=271(LC 2),V=356(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS D-V=-255/178 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=2ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat 00 PR Opess roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 `� 'N 9 5)Unbalanced snow loads have been considered for this design. Gj G F /� 6)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs ,C� non-concurrent with other live loads. _92 -yam 7)All plates are 2x4 MT20 unless otherwise indicated. 7 8)Gablestudsspaced at 1-4-0oc. i has 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. O Ct. 11)A plate rating reduction of 20%has been applied for the green lumber members. -7 A�OREGON lV 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)N,B,T,U,V,S, L "y ��` R,Q,P,O. /O 4).- 14 2° 4 SFRR L -0P EXPIRES: 12-31-2019 April 25,2018 t I ,A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.10/03/2015 BEFORE USE. ivill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and 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 K4541802 181772 002 Roof Special 2 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:25 2018 Page 1 I D:ajWzVIZHS7ioPNSDUzIsOuzNTWw-g UMowZiwQL8Usm79HcPWSS_1OLh3FOCSO1 rhQWzNQjW -1g0I 7-3-12 I 9-8-6 I 14-3-14 I 15-6-4I I 1-6-0 7-3-12 2-4-11 4-7-8 1-2-6 Scale=1:31.6 4x6 = 3x4 E F siellIPIIIII 3.00 171T 3x4% w D SO m 3x4% C B da T r Q o a 0 kJ e I H IK41 2x4 i6x8 = G 4x6 I I 2x411 I 5-0-0 10-1-6 14-3-14 15-6-4 I I I I 5-0-0 5-1-5 4-2-8 1-2-6 Plate Offsets(XV)- fB:0-4-1.0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.12 H-I >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.51 Vert(CT) -0.34 H-I >377 180 TCDL 7.0 Rep Stress Inv' YES WB 0.36 Horz(CT) 0.02 B n/a n/a BCLL 0.0 * Code IRC2015fTP12014 Matrix-MS Wind(LL) 0.04 I-L >999 360 Weight:77 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 9-4-3 oc bracing. SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=466/0-5-8,G=487/0-3-8,1=292/0-5-8 Max Horz B=157(LC 13) Max Uplift B=250(LC 10),G=-145(LC 10) Max Gray B=535(LC 31),G=547(LC 2),1=427(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-D=-733/528,F-G=-632/170 BOT CHORD B-1=-457/649,H-1=-400/722 WEBS F-H=-95/568,D-H=-658/519 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. 11;Exp B;enclosed;MWFRS(directional)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=t.60 plate grip DOL=1.60 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat �� ^ P roof snow:Lumber DOL=1.45 Plate DOL=1.15);Category II;Exp B;Fully Exp-;Ct=1 1 E PIMse„_ 4)Unbalanced snow loads have been considered for this design. GI NE s/2 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs N F () non-concurrent with other live loads. I;V 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 89200PE p1.- 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. / /�, 8)A plate rating reduction of 20%has been applied for the green lumber members. -it , 14P' 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) B=250,G=145. Cr 9 4 OREGON t„ to /O -4y 14 (4Q:\ P"�" EXPIRES: 12-31-2019 April 25,2018 1 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. mg Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual budding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web 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 ANSITTPl1 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 K4541803 181772 Q03 Roof Special 4 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:26 2018 Page 1 ID:ajWzVIZHS7ioPNSDUzIsOuzNTWw-IgwA7vjYBfGLUwiLrJwl?gWBOk2W_gUcchbEyyzNQjV 4-11-1 I -7-8 A4j 13-9-13 ' 15-10-6I 18-6-13 26-11-1228-5-121 - d- -1 3-4-5 2-0-9 8-4-15 Scale=1:47.4 3.00 12 4x6= 3x4 C D 3x4= /• 1 3x4 g E 2x4 I T .: 11. 3x4 = A 3x4 0.11111111111 \1111 gel I G Y M pi H o I O N Y - ��� leo n 0 IMI 4x6 = 6x8 = 0 K 2x4 6 b o L 6x8 =3x6 II 3x6 I I 3x10 = 10-7-4 4-11-1 9-6-10 II10-5-8 13-9-13 18-6-13 21-8-15 26-11-12 4-11-1 4-7-8 610-1411 3-2-9 I 4-9-0 3-2-1 5-2-13 l 0-1-12 Plate Offsets(X,Y)- IH:0-3-13.0-0-11,FM:0-5-12.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc 1/deft Ud PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.14 N-O >892 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.43 Vert(CT) -0.43 N-O >294 180 TCDL 7.0 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(CT) -0.01 L n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.03 J-R >999 360 Weight:139 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-15 oc purlins, BOT CHORD 2x4 DF No.1&Btr G*Except* except end verticals. D-L:2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 4-8-2 oc bracing. WEBS 2x4 DF Stud/Std G SLIDER Right 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) L=1276/0-3-8,H=602/0-5-8,0=233/0-5-8 Max Horz 0=-105(LC 12) Max Uplift L=-179(LC 14),H=-189(LC 11),0=-85(LC 10) Max Gray L=1414(LC 2),H=682(LC 32),0=356(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=0/319,C-D=0/295,D-E=-11/527,F-H=-1154/377 BOT CHORD N-0=-139/292,M-N=-416/207,L-M=-1409/430,D-M=-943/131,J-K=-336/832, H-J=-272/1067 WEBS E-K=-82/455,E-M=-797/276,F-K=-781/394,F-J=0/451,B-N=-479/269,B-0=-250/217, D-N=-23/708 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=27ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right op PR ore exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 .r\�(, `cSs 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat SCJ �rAG1 NEER W� roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 ,� 2 4)Unbalanced snow loads have been considered for this design. -9� 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs 9200PE non-concurrent with other live loads. 6)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. allat/�+� 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 411111 will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9 OREGON �(/� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)0 except(jt=lb) G� 4q ZO.t�� L=179,H=189. O k 14 P %:/RILL EXPIRES: 12-31-2019 April 25,2018 t t a WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ` Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 K4541804 181772 Q04 Common 1 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:27 2018 Page 1 I D:aj WzVIZH S7ioPN SD UzIsOuzNT Ww-msUYLFkAyzOC64HYP0R_Yt3K18LjjAW IrLKn U PzN QjU 4-11-1I 9-6-10 14-2-2 14-7-1 15-10-6 20-0-10 4-11-1 4-7-8 4-7-8 0-5-12 1-2-9 4-2-4 Scale=1:33.8 4x6= 3.00 12 C Y 4x6= 3x6= B D woo NM% 2x4 II 3x4 II A E V i °r,i!. e T e G F H 3x6= 6x10 = 4x6 = 6-9-6 9-6-10II 13-3-4 20-0-10 6-9-6 2-9-4 3-8-10 6-9-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.66 Vert(LL) -0.20 F-G >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.62 Vert(CT) -0.61 F-G >391 180 TCDL 7.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.04 F n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.03 G >999 360 Weight:95 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid ceiling directly applied or 9-11-14 oc bracing. REACTIONS. (lb/size) F=747/Mechanical,H=747/0-5-8 Max Horz H=-91(LC 12) Max Uplift F=-130(LC 11),H=-129(LC 14) Max Gray F=830(LC 2),H=830(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD B-C=-1173/420,C-D=-1174/422 BOT CHORD G-H=-367/1092,F-G=-427/1227 WEBS C-G=-43/327,B-H=-1173/461,D-F=-1210/493 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow_LumberDOL=1.15 Plate DOL=1:15);Category- E V.11 ty Exp;C t:I 4)Unbalanced snow loads have been considered for this design. G�G P p Q�c 5)This truss has been designed fora 10.0 psf bottom-e...- • :-: ...-..-- . '. . . .- • - * • ` 4 rt C 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 c'` ``G'N���s�O will fit between the bottom chord and any other members. \ V` 7 7)A plate rating reduction of 20%has been applied for the green lumber members. �� ?/9 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) 4t. 92 O r. F=130,H=129. • G4_OREGON�� X40 �O MF14� cop-,- R11- EXPIRES: 12-31-2019 April 25,2018 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 I a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall '} building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent 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 K4541805 181772 Q05 Common 2 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:27 2018 Page 1 ID:aj WzVIZHS7ioPNSDUzIsOuzNTWw-msUYLFkAyzOC64HYP0R_Yt3Ky8LOj8GIrLKnUPzNQjU I -1-6-0 I 7-3-12 I 9-8-6 1 14-3-14 18-11-6 1?- 24-9-14 I 1-6-0 7-3-12 2-4-11 4-7-8 4-7-8 0-5-12 5-4-13 Scale=1:43.5 4x6= E 3.00 12 - 3x6; 4x6 D F O 1.1.7...... 10/1111,0 3x4 I r G 3x4 C Bim, 'r rr ara PM J I H 5x6 II 2x4 i 6x8= 4x6 = 5-0-0 I 14-3-14 I 24-9-14 5-0-0 9-3-14 10-6-0 Plate Offsets(X,Y)-- fB:0-4-1.0-0-51.11:0-4-0.0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.21 H-I >999 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.60 Vert(CT) -0.64 H-I >374 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.05 H n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix-MS Wind(LL) 0.04 J-M >999 360 Weight:111 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G BOT CHORD Rigid calling directly applied or 8-2-4 oc bracing. SLIDER Left 2x4 DF Stud/Std-G 1-6-0 REACTIONS. (lb/size) B=430/0-5-8,H=791/Mechanical,J=728/0-5-8 Max Horz B=91(LC 13) Max Uplift B=-237(LC 10),H=-156(LC 14),J=-18(LC 14) Max Gray B=512(LC 31),H=881(LC 2),J=794(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-D=-652/439,D-E=-1310/534,E-F=-1301/529 BOT CHORD B-J=-349/572,1-J=-645/1458,H-I=-515/1331 WEBS D-J=-1078/339,D-1=-399/342,E-I=-133/415,F-H=-1318/587 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=25ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)TCLL:ASCE 7-10;Pr=25.0 psf(roof live load:Lumber DOL=1.15 Plate DOL=1.15);Pg=30.0 psf(ground snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 �E,p P R OFF 4)Unbalanced snow loads have been considered for this design. 5.. s 5)This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.8 psf on overhangs , ‘AGNE�`h s/ O2 non-concurrent with other live loads. TT 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� '91.- 7)* 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 892UVr E will fit between the bottom chord and any other members. ,00110S' 8)A plate rating reduction of 20%has been applied for the green lumber members. "1 9)Refer to girder(s)for truss to truss connections. '4� ' . 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)J except(jt=lb) B=237,H=156. 72. A_OREGON �(/� /6 .1), 14 4. se' FRRIL- EXPIRES: 12-31-2019 April 25,2018 t t A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIi-7473 rev.10/03/2015 BEFORE USE. mg 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 ANSVTPIl 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 K4541806 181772 Q06 COMMON 2 1 Job Reference(optional) Trus-Way,Inc., Vancouver,WA 98668 8.210 s Feb 12 2018 MiTek Industries,Inc. Tue Apr 24 18:11:28 2018 Page 1 ID:aj WzVIZHS7ioPNSDUzIsOuzNTWw-F22xYalojGW2jEskykzD45ccuYhOShtv4?4L1 rzNQjT 1-11-8 + 6-7-0 I 11-2-8 11-8- 17-1-0 1-11-8 4-7-8 4-7-8 0-5-1 5-4-13 4x6 = Scale=1:30.0 3.00 112 C J 4x6 3x4% D 2x4 II e •41, aliii O : 3x4 II m E v Y of m 4. �113 to o 1 N F Gor H 4x'0= o 3x10= I 3x4= 0-2-12 2 0__ 6-7-0 I 6-6-8 17-0-14 1711-0 6 4-0 1-11-8 8-6-6 0- 2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL(roof) 25.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) -0.21 F-G >973 240 MT20 220/195 Snow(Pf/Pg) 20.8/30.0 Lumber DOL 1.15 BC 0.53 Vert(CT) -0.63 F-G >320 180 TCDL 7.0 Rep Stress Incr YES WB 0.62 Horz(CT) 0.03 I n/a n/a BOLL 0.0 * Code IRC2015/TPI2014 Matrix-MS Wind(LL) 0.01 G >999 360 Weight:87 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF No.1&Btr G except end verticals. WEBS 2x4 DF Stud/Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E-I:2x6 DF SS G REACTIONS. (lb/size) H=631/Mechanical,1=631/0-5-8 Max Horz H=-119(LC 12) Max Uplift H=-109(LC 14),1=-117(LC 11) Max Gray H=701(LC 2),1=701(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-819/307,C-D=-822/309,F-1=-701/245 BOT CHORD G-H=-71/431,F-G=-293/952 WEBS B-G=-35/386,B-H=-781/301,D-G=-280/225,D-F=-888/403 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat. II;Exp B;enclosed;MWFRS(directional)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 3)TCLL:ASCE 7-10;Pr25.0 psi(roottvetoad:Lumber DOL=1.15i'tate DOL-1.15),Py-30,0-psf(ground-snow);Pf=20.8 psf(flat roof snow:Lumber DOL=1.15 Plate DOL=1.15);Category II;Exp B;Fully Exp.;Ct=1.1 n 4)Unbalanced snow loadshave-been-consideredfor this design. _ eikti) P R OFFS 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *‘'04G ` s 6)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide \CJ t 4GI N E.F� /0 will fit between the bottom chord and any other members. �� v *9 7)A plate rating reduction of 20%has been applied for the green lumber members. 89200PE 8)Refer to girder(s)for truss to truss connections. 9)Bearing at joint(s)I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify / / capacity of bearing surface. -L - 0410P • 10) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) H=109,1=117. li CC 4,OREGON 40 70 4).- 14, 20 faiP-� EXPIRES: 12-31-2019 April 25,2018 1 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. IIIIA 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 ANSIITPN 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 I (Drawings not to scale) Damage or Personal Injury r.� Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. O-/16" 2.4 Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _11_ .. 0 bracing should be considered. O = 3. Never exceed the design loading shown and never Ap O stack materials on inadequately braced trusses. LIIIp 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate H designer,erection supervisor,property owner and plates 0 ',� from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. N.� 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint ® t number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 Min size shown is for crushing only. Nil! ft 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, ile ik: 20.Design assumes manufacture in accordance with ` Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.10/03/2015