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Plans (66) AtSr1,1?--(JUvLjNj,,c,,;\, MIMI /IW gc/ Hr - 7p�� 019 p,cri vtc3 . „r\lov,. 1-0,Met 0" - 1„ MiTek MiTek USA, Inc. 250 Klug Circle Corona, CA 92880 951-245-9525 Re: LHL HOMES 1144 The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K2742702 thru K2742735 My license renewal date for the state of Oregon is December 31,2017. eco \AG P EFS s'o ROF 89200PECC aL A OREGONN� �Q 'O -/ 14,2 4 MER R 4 we January 10,2017 Baxter,David IMPORTANT NOTE:Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply K2742702 LHL_HOMES_1144 Al CAL HIP 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:00 2017 Page 1 I D:bLoKYGXr6vtWAuJj RoNyF4zx3Lc-hzS hCAvbgrSmzQ mXV3Sj_k I ExG KZB9LftC igeazx?oP 6-0-7 32-7-4 I-2-0-0 I 5-4-12 5-fi I 10-0-5 19-0-0 27-11-11 l 31-11-9 32 38-0-0 40-0-0 l 2-0-0 5-4-12 0-3-12 3-11-14 8-11-11 8-11-11 3-11-14 0-3- 5-4-12 2-0-0 0-3-15 0-3-12 Scale=1:74.1 6x6 7- 6.00 12 4x6= 7x10 MT2OHS= 4x6= I 6x6 C D Q as Fa E S as as TR, as - as dd as as V O acW w H X a ee :i." oi M B Joi dA 4 1 K IA, 0 10x16 MT2OHS= P10x16 MT2OHS= Y O N Z M L AA 4x6 = 4x4= 5x12 MT2OHS= 4x4= 4x6= I 5-4-12 l 14-6-3 l 23-5-13 l 32-7-4 38-0-0 l 5-4-12 9-1-7 8-11-11 9-1-7 5-4-12 Plate Offsets(X.Y)-- [B:0-1-3.Edge].[F:0-5-0.0-5-4],[J:0-1-3,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.43 M-O >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.87 M-O >527 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Ina- NO WB 0.58 Horz(CT) 0.18 J n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) Weight:428 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G*Except` TOP CHORD Structural wood sheathing directly applied or 5-4-9 oc purlins,except C-F,F-H:2X6 DF No.2 G 2-0-0 oc purlins(4-0-10 max.):C-H. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G WEDGE Left:2x4 DF Std-G,Right:2x4 DF Std-G REACTIONS. (lb/size) B=3143/0-5-8,J=3143/0-5-8 Max Horz B=-88(LC 8) Max Uplift B=-748(LC 10),J=-748(LC 10) Max Gray B=3493(LC 26),J=3493(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-6899/1320,C-Q=-5905/1205,Q-R=-5905/1205,E-R=-5905/1205,E-S=-11246/2040, S-T=-11246/2040,F-7=-11246/2040,F-U=-11246/2040,U-V=-11246/2040, G-V=-11246/2040,G-W=-5905/1205,W-X=-5905/1205,H-X=-5905/1205,H-J=-6899/1320 BOT CHORD B-P=-1067/6033,P-Y=-1789/9538,O-Y=-1789/9538,N-0=-2300/12441,N-Z=-2300/12441, M-Z=-2300/12441,M-AA=-1789/9538,L-AA=-1789/9538,J-L=-1067/6033 WEBS C-P=-289/2642,E-P=-4329/876,E-0=-120/2054,F-0=-1439/495,F-M=-1439/495, G-M=-120/2054,G-L=-4329/876,H-L=-289/2642 NOTES- _0 P R OFFS 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: • S' Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. �,\� 04GI[N EFi4 Q2 Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. 9 Webs connected as follows:2x4-1 row at 0-9-0 oc. 89200 P E r 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)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);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate . • 4`r • gripDOL=1.60 y OREGON 4v 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 2_ �, ,`D, S.` 5)Unbalanced snow loads have been considered for this design. y 1 4 20 P`- 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs A V/- non-concurrent with other live loads. ' R R I LL 7)Provide adequate drainage to prevent water ponding. 8)All plates are MT20 plates unless otherwise indicated. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 1?/31/2017 Continued on page 2 January 10,2017 I 1 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not11111 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 K2742702 LHL_HOMES_1144 Al CAL HIP 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:01 2017 Page 2 I D:bLoKYGXr6vt WAuJj RoNyF4zx3Lc-9A04Q WwDR8adba Kk3myXyrPhggowcbo6sRDA0zx?o0 NOTES- 10)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=748,J=748. 13)Girder carries hip end with 6-0-0 end setback. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)383 lb down and 164 lb up at 32-5-8,and 383 lb down and 164 lb up at 5-6-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-C=-64,C-D=-64,C-H=-121,H-1=-64,H-K=-64,B-J=-38(F=-18) Concentrated Loads(Ib) Vert:C=-288 H=-288 tI ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742703 LHL_HOMES_1144 A2 CAL HIP 1 1 Job Reference(optional) And Truss Co.,Inc,Vancouver,WA 7640 s Nov 10 2015 MiTek Industries,Inc.Tue Jan 10 10:03:35 2017 Page 1 I D:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-IENgcyiiYXQYX5QjgIC_uaNy5wr_TEM9j20RdizwmG6 10-0-5 30-3-8 -2-0-0 5-4-12 7-8-8 8 19-0-0 27-11-11 29-119 32-7-4 38-0-0 40-0-0 1 2-0-0 5-4-12 1 I 1 2-3-12 1-11-14 8-11-11 I 8-11-11 1-11-14 I I 2-3-12 5-4-12 12-0-0 0-3-15 0-3-15 Scale=1:71.4 6.00 12 5x8= D I 8x12 MT2OHS= 5x8 = O 4x6= 4x6 = H D i c5 R S x 0 A� AE AF M Q .. B J A � I 1 1 0 - I K l 9x14 M18SHS= P 0 N M L 9x14 M18SHS= 6x6— 4x6= 7x14 MT2OHS= 4x6 = 6x6= 5-4-12 I 14-6-3 I 23-5-13 32-7-4 38-0-0 I 5-4-12 9-1-7 8-11-11 9-1-7 5-4-12 Plate Offsets(X,Y)— IB:Edge,0-5-11,IC:0-4-4,0-2-01,IF:0-6-0,Edael,FH:0-4-4,0-2-01,FJ:0-0-0,0-5-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.58 M-O >793 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -1.05 M-O >435 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.21 J n/a n/a M18SHS 220/195 BCLL 0.0 BCDL 10.0 * Code IRC2015/TPI2014 (Matrix) Weight:220 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G*Except* TOP CHORD Sheathed or 3-1-11 oc purlins,except C-F,F-H:2X6 DF No.2 G 2-0-0 oc purlins(2-2-0 max.):C-H. BOT CHORD 2X6 DF SS G BOT CHORD Rigid ceiling directly applied or 6-6-3 oc bracing. WEBS 2X4 DF Std G WEBS 1 Row at midpt E-P,G-L WEDGE Left:2x4 DF Std-G,Right:2x4 DF Std-G REACTIONS. (lb/size) B=1884/0-5-8,J=1884/0-5-8 Max Horz B=-110(LC 12) Max Uplift B=-437(LC 14),J=-437(LC 14) Max Gray B=2194(LC 30),J=2194(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-4261/1315,C-E=-3634/1429,E-F=-7057/1859,F-G=-7057/1860,G-H=-3634/1429, H-J=-4261/1316 BOT CHORD B-P=-1232/3716,O-P=-1711/6000,M-0=-1754/7843,L-M=-1528/6000,J-L=-1049/3716 WEBS C-P=-239/1684,E-P=-2819/605,E-0=-174/1271,F-0=-946/377,F-M=-946/378, G-M=-175/1271,G-L=-2819/605,H-L=-239/1684 NOTES- 1)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)-2-0-0 to 1-9-10,Interior(1)1-9-10 to 8-0-7,Exterior(2)5-6-8 to 35-4-1, 03 PROF Interior(1)35-4-1 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& "<(-k Fss MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Co �NG 1 N E ...,., /O 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 1" 3)Unbalanced snow loads have been considered for this design. �� :9200 P -V 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs '/ non-concurrent with other live loads. / 5)Provide adequate drainage to prevent water ponding. O 6)All plates are MT20 plates unless otherwise indicated. glom 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • C- 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will -y OREGON 147 fit between the bottom chord and any other members. / q O 9)A plate rating reduction of 20%has been applied for the green lumber members. y 14,'253\ \;:li- 10) 4, Qi- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 437 lb uplift at joint B and 437 lb uplift at 4i -R R 11.-\- joint J. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 January 10,2017 Continued on oaae 2 1 1 A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.1W03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M i1ek 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 K2742703 LHL_HOMES_1144 A2 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc,Vancouver,WA 7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Jan 10 10:03:35 2017 Page 2 I D:bLo KYGXr6vtWAuJj RoNyF4zx3Lc-IE NgcyiiYXQYX5QjgIC_uaNy5wr_TEM9j20Rdizwm G6 NOTES- 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 LHL_HOMES_1144 A3 CAL HIP K2742704 1 1 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:04 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-akiC2Xy6k3yCS 13lkvXf8aTuEtfw7yAEoggtnLzx?oL 10-0-7 28-3-8 -2-0-0 I 5-4-12 1 9-8-8 1010r5 19-0-0 27-11-9 27-11-01 32-7-4 I 38-0-0 140-0-0 2-0-0 5-4-12 4-3-12 0-143 8-11-9 8-11-9 5 2 4-3-12 5-4-12 2-0-0 0-0-2 0-3-13 Scale=1:74.6 5x6 MT2OHS i 3x8 II 2.5x4 II 2.5x4 II 5x6 MT2OHS 3x8 II 1.5x4 II 1.5x4 II 1.5x4 II 1.5x4 II 5x6 MT2OHS 5x6 MT2OHS% E G Aga AHH1 Vri AJ 4 , RA AK 4 W S R AL AM 6.00 12 _ -58x12 MT20HS q C • 2.S 4 II 2.5,4 II AD 0.1••• r � L iv °a e U AE [� Ni . AC B u AF A ,:‘,.,,,,,„,,,,,,00,,,, V :_; " 14I `a +� vv 1" 7x10 MT2OHS II AB AA Z y X 7x10 MT2OHS II 4x4 = 4x6= 5x10 MT2OHS= 4x6= 4x4= I 5-4-12 I 14-6-3 I 23-5-13 I 32-7-4 38-0-0 5-4-12 9-1-7 8-11-11 9-1-7 5-4-12 Plate Offsets(X.Y)— [B:0-5-8.Edgel.[L:0-6-0,0-5-41.[V:0-5-8.Edgel LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.26 Y-AA >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.94 Vert(CT) -0.54 Y-AA >848 180 MT2OHS 165/146 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(CT) 0.16 V n/a n/a BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:268 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 3-6-1 oc purlins,except C-L,L-U:2X6 DF No.2 G 2-0-0 oc purlins(3-11-0 max.):C-U,E-R. Except: BOT CHORD 2X6 DF No.2 G 1 Row at midpt I-L,L-O WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-1-2 oc bracing. WEDGE JOINTS 1 Brace at Jt(s):L,F,Q,0,I Left 2x6 DF No.2-G,Right:2x6 DF No.2-G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (lb/size) B=1745/0-5-8,V=1745/0-5-8 Installation guide. Max Horz B=-132(LC 12) Max UpliftB=-346(LC 14),V=-346(LC 14) Max Gray B=2009(LC 31),V=2009(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AC=-3336/746,AC-AD=3289/750,C-AD=-3272/761,C-E=-2918/602,C-D=-868/244, D-F=-897/251,F-I=-1714/374,I-J=-1714/374,J-L=-1714/374,L-N=-1714/385, N-0=-1714/385,O-Q=-1714/385,Q-T=-897/244,T-U=-868/237,R-U=-2918/609, U-AE=-3272/759,AE-AF=-3289/748,V-AF=-3336/744,E-AG=-2533/594,AG-AH=-2533/594, H-AH=-2533/594,H-AI=-2533/594,Al-AJ=-2533/594,K-AJ=-2533/594,K-M=-2533/594, M-AK=-2533/594,P-AK=-2533/594,P-AL=-2533/594,AL-AM=-2533/594,R-AM=-2533/594 BOT CHORD B-AB=-544/2893,AA-AB=-657/3129,Z-AA=-948/5088,Y-Z=-948/5088,X-Y=-634/3129, V-X=-588/2893 ED p R OFF WEBS C-AB=0/321,F-AB=-300/269,F-AA=-89/1345,L-AA=-1012/288,L-Y=-1012/288, - <<-\A cSS Q-Y=-89/1345,Q-X=-300/269,U-X=0/321,J-K=-475/132,M-N=-475/132,D-E=-100/937, GJ ANG[NEF9 /p R-T=-103/937,O-P=-294/104,H-I=-294/104 �C? 2 NOTES- :9200P �� 1)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)-2-0-0 to 1-9-10,Interior(1)1-9-10 to 10-0-7,Exterior(2)9-8-8 to 33-4-1, _ /� ' Interior(1)33-4-1 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& a MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Q 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 -7z... /�OREGON 11„£j 3)Unbalanced snow loads have been considered for this design. rO y 1 4 0\ Pr 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. MFR R 10- 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. EXPIRES: 12/31/2017 Continued on page 2 January 10,2017 aWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ' 10111 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-09 and BCSI Buildin Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. 9 P 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply LHL_HOMES_1144 A3 CAL HIP 1 1 K2742704 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:04 2017 Page 2 NOTES- ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-akiC2Xy6k3yCS131kvXf8aTuEtfw7yAEoggtnLzx?oL 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=346,V=346. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r III ®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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTek` fabrication,storage,delivery,erection and bracing of trusses and truss systems,see Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VAP221Quality Criteria,DSB-89 and BCSI Building Component Corona,o Circle CA 92880 Job Truss Truss Type Qty Ply LHL_HOMES_1144 A4 CAL HIP K2742705 1 1 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:06 2017 Page 1 ID:bLoKYGXr6vtWAuJjRONyF4zx3Lc-W7pzTD_MGhCvhLDhrKZ7E?YD8hK8bseXF89 sEzx?oJ 12-0-7 27-11-11 1-2-0-0 1 5-4-12 1 10-0-5 111-8-8 1 1 19-0-032-7-4 2'� 5-4-12 4-7-9 1-8-3 6-11-9 25-11-9- 904-15 38-0-0 40-0-0 0-3-15 6-11-9 0--5 4-7-9 1 5-4-12 1 2-0-0 1-8-3 Scale=1:74.1 1.5x4 I I1.5x4 II E G J K 6.00 12 6x6 i 2.° II 2.54 11 7x12 MT2OHS= C X 4x6= 4x6= AI 6x6 J oa F_.. rsa w cm rsa oa rm M ee W 1 y� _ ' Y Z AA .�.� AD A91F AG AH AJ U B ` `O / AK u A `,� v v N of 10x16 MT2OHS i T S R Qo P 10x16 MT2OHS J 4 = 4x6= 5x12 MT2OHS= 4x6= 4x6 = 1 5-4-12 1 14-6-3 23-5-13 32-7-4 1 38-0-0 1 5-4-12 9-1-7 8-11-11 9-1-7 5-4-12 Plate Offsets(X,Y)— [B:0-1-9,0-3-1].[H:0-6-0.0-5-4],[N:0-1-9,0-3-1] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 25.0 plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.43 Q-S >999 240 MT20 220/195 (Roof Snow=25.0) TCDL 7.0 Lumber DOL 1.15 BC 0.96 Vert(CT) -0.93 Q-S >493 180 MT2OHS 165/146 BCLL 0.0 * Rep Stress Incr YES WB 0.60 Horz(CT) 0.20 N n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:240 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins,except C-H,H-M:2X6 DF No.2 G 2-0-0 oc purlins(2-2-0 max.):C-M. Except: BOT CHORD 2X6 DF No.2 G 1 Row at midpt C-F,I-M WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEDGE WEBS 1 Row at midpt D-T,L-P Left:2x4 DF Std-G,Right:2x4 DF Std-G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (lb/size) B=1754/0-5-8,N=1754/0-5-8 Installation guide. Max Horz B=-154(LC 12) Max UpliftB=-352(LC 14),N=-352(LC 14) Max Gray B=2169(LC 31),N=2169(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-V=3590/755,V-W=-3471/757,C-W=-3452/770,C-D=-2986/871,D-F=-5500/1511, F-Y=5500/1511,Y-Z=-5500/1511,Z-AA=-5500/1511,AA-AB=-5500/1511, AB-AC=-5500/1511,H-AC=-5500/1511,H-AD=-5500/1511,AD-AE=-5500/1511, AE-AF=-5500/1511,AF-AG=-5500/1511,AG-AH=-5500/1511,I-AH=-5500/1511, I-L=-5500/1511,L-M=-2986/871,M-AJ=-3452/770,AJ-AK=-3471/757,N-AK=-3590/755 BOT CHORD B-T=-567/3036,S-T=-1133/4421,R-S=-1490/6309,Q-R=-1490/6309,P-Q=-1113/4421, N-P=-601/3036 WEBS C-T=282/1349,D-T=-2186/713,D-S=-126/1297,H-S=-973/328,H-Q=-973/328, L-Q=-126/1297,L-P=-2186/713,M-P=-282/1349,E-F=-307/176,1-K=-307/176 ���ED P R p ,9s ,N5 �NGINEF9 /0 NOTES- 1- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II; 89200 P E -9r Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-9-10,Interior(1)1-9-10 to 12-0-7,Exterior(2)11-6-12 to 31-4-1, Interior(1)31-4-1 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 lIF �,'� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� /�/ ' 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �G �O REG O N A' non-concurrent with other live loads. /O ^i y 1 4 2-0� + 5)Provide adequate drainage to prevent water ponding. A 6)All plates are MT20 plates unless otherwise indicated. y/FR R L` 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �9a A,plate rating reduction of 20%has been applied for the green lumber members. EXPIRES. 12/31/2017 ntl ue on p ge January 10,2017 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. 1 I Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,IVA 223/TPI1 4 Irty Criteria,DSB-89 and BCS(Building Component 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply LHL_HOMES 1144 A4 K2742705 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:07 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-- JNLgZ1_KmJVotP14MmD5Nu5gNKJugUouXQgzx?ol NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=352,N=352. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 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 M iTe k. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN 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 LHL_HOMES_1144 A5 CAL HIP 1 1 K2742706 Ariel Truss Co.,Inc, Vancouver,WA Job Reference(optional) 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:08 2017 Page 1 6-11-8 ID:bLoKYGXrSvtWAuJjRoNyF4zx3Lc-S Wxjuv?cnlSdwfN4zIcbJQddfUA53hYq.Se5w7zx?oH 2-0-0 I 6-11-8 I 13-6-12 14r0 7 19-0-0 23-11-9 2+51.4 31-0-8 38-0-0 140-0-0 1 6-7-4 0-S-11 4-11-9 4-11-9 0-6-11 6-7-4 6-11-8 2.0_0 Scale=1:71.4 5x8 4x4= 5x8 E F Y Z �q R'AB Ag, ADWAE AF 6.00 12 3x4! X AG 3x4 T D J n 4x4 i W m 4x4% C AH IT4x44 J U /t, Al A B L AJ • 1t rei - M 3x8 II T s R Q AK AL P 4 0 Q N 3x8 II 1.5x4 II 3x4 = 4x4= 3x6= 4x4 = 3x4= 1.5x4 II I 6-11-8 I 13-6-12 1 15-6-8 1 19-0-0 1 22-0-0 1 24-5-4 1 31-0-8 6-11-8 6-7-4 1-11-12 3-5-8 3-0-0 2-5-4 6-7-4 6-111-8 Plate Offsets(X.Y)— [B:0-5-0,0-2-10],[E:0-4-0,0-1-121,[H:0-4-0,0-1-1 j [L:0-5-0,0-2-10] LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.05 N-O >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.14 L-N >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.95 Horz(CT) 0.04 L n/a n/a BCDL 10.0 Code IRC20151TPI2014 (Matrix) Weight:220 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G WEBS 2X4 DF Std G 2-0-0 oc purlins(6-0-0 max.):E-H. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Left 2x6 DF No.2-G 3-10-10,Right 2x6 DF No.2-G 3-10-10 6-0-0 oc bracing:R-S,P-R. WEBS 1 Row at midpt D-S,E-R,G-R MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer REACTIONS. (lb/size) B=614/0-5-8,R=1953/0-5-8,L=923/0-5-8 Installation guide. Max Horz B=-175(LC 12) Max UpliftB=-194(LC 14),R=-262(LC 14),L=-236(LC 14) Max Gray B=898(LC 31),R=2285(LC 31),L=1258(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-U=-977/160,U-V=-948/168,C-V=-835/172,C-W=-785/176,D-W=-649/190,D-X=-52/254, E-X=0/331,E-Y=0/557,Y-Z=0/557,Z-AA=0/557,AA-AB=0/557,G-AB=0/557, G-AC=-338/281,AC-AD=-338/281,AD-AE=338/281,AE-AF=-338/281,H-AF=-338/281, H-AG=-579/278,J-AG=-751/256,J-AH=-1361/324,K-AH=-1477/311,K-AI=-1570/305, Al-AJ=-1660/302,L-AJ=-1689/294 BOT CHORD B-T=-51/702,S-T=-51/702,R-S=-268/164,O-P=-12/511,N-0=-185/1321,L-N=-185/1321 WEBS D-T=0/304,D-S=-1015/216,E-S=-57/577,E-R=-1235/241,H-P=-879/175,H-0=54/559, J-0=-931/200,J-N=0/298,G-R=-1234/309,G-P=-123/994 ���Ep P R pFFs NOTES- 1) ANGINEF9 `S,O 1)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; tv -57 • Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-9-10,Interior(1)1-9-10 to 14-0-7,Exterior(2)13-8-8 to 29-4-1, :9200 P E Interior(1)29-4-1 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 / 111, 3)Unbalanced snow loads have been considered for this design. i� ��• 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q non-concurrent with other live loads. yG OREGON �GC7 bk 5)Provide adequate drainage to prevent water ponding. /O 9 , 1 42C)1 1 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q M 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 FR R I��— fit between the bottom chord and any other members,with BCDL=10.Opsf. 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide2mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=194, Continued L=236. 2 EXPIRES: 12/31/2017 January 10,2017 WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. NNW t 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 budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MiTek fabrication,storage,delivery,erection and bracing of trusses and truss systems,see Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 223314 Irty Criteria,1:1513-89 and SCSI Building Component 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply K2742706 LHL_HOMES_1144 A5 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:08 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-S Wxjuv?cnISdwfN4zlcbJQddfUA53hYgjSe5w7zx?oH NOTES- 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • t t 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,not11111. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M trek' 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 K2742707 LHL_HOMES_1144 A6 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:10 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-Ou3TJb1 tJviLAyWS49e30tj_glsKXas7Al7B??zx?oF 1-2-0-0 1 6-11-8 13-6-12 1 16-0-7 1 19-0-0 1 21-11-9 1 24-5-4 1 31-0-8 38-0-0 140-0-0 1 2-0-0 6-11-8 6-7-4 2-5-11 2-11-9 2-11-9 2-5-11 6-7-4 6-11-8 2-0-0 Scale=1:72.6 6.00 12 5x8 \\ G J A15x8// F / 4x6 = 3x6 ,000000:00001114AA AB AC AE AF�,AG AJ 3x4 3x4 i 3x6 4 4x4 i r 4x4 4x4 C M 4x4 41 X AK AL WB N OIn , A E •- Iml - - K Io 3x8 II V U T S AM AN R O P 3x8II 1.5x4 II 3x4= 3x6= 5x6 MT2OHS=3x4= 1.5x4 II 5x6 MT2OHS= 1 6-11-8 13-6-12 115-6-8 1 19-0-0 1 22-0-0 1 24-5-4 1 31-0-8 38-0-0 I 6-11-8 6-7-4 1-11-12 3-5-8 3-0-0 2-5-4 6-7-4 6-11-8 Plate Offsets(X.Y)— 1B:0-5-0.0-2-10].[N:0-5-0.0-2-10] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.06 P-Q >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.15 P-Q >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.05 N n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:226 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-8 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):F-I. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Left 2x6 DF No.2-G 3-10-10,Right 2x6 DF No.2-G 3-10-10 6-0-0 oc bracing:T-U,R-T. WEBS 1 Row at midpt F-T,1-R,H-T MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=632/0-5-8,T=2143/0-5-8,N=971/0-5-8 Max Horz B=-197(LC 12) Max UpliftB=-201(LC 14),T=-395(LC 14),N=-264(LC 14) Max GravB=826(LC 31),T=2963(LC 31),N=1293(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-W=-925/220,W-X=-839/223,C-X=-816/224,C-D=-768/241,E-Y=-5/282,F-Y=0/324, F-AA=0/601,AA-AB=0/601,AB-AC=0/601,AC-AD=0/601,H-AD=0/601,H-AE=-436/573, AE-AF=-436/573,AF-AG=-436/573,AG-AH=-436/573,I-AH=-436/573,I-AJ=-836/443, K-AJ=-857/432,K-L=-1018/421,L-M=-1566/413,M-AK=-1761/400,AK-AL=-1767/397, N-AL=-1847/388 BOT CHORD B-V=-112/702,U-V=-112/702,T-U=-260/210,Q-R=-156/765,P-Q=-237/1487, N-P=-237/1487 ED PROF WEBS DL Q=830 1511,L-0299,H T=1489 569,H-R/170,F-U=-31/534, 1289/111971/492, R=-1079/335,I-Q=-29/509, ,‘:).,-_\•-• 0,101 GI NEcR�i�2 NOTES- 4-C/ 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II; it 89200PE 91' Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-9-10,Interior(1)1-9-10 to 16-0-7,Exterior(2)13-8-8 to 27-4-1, Interior(1)27-4-1 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. n_OREGON 44/ � 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs L "� 1t` A non-concurrent with other live loads. 7014,2� P+ 5)Provide adequate drainage to prevent water ponding. 1 QJ 6)All plates are MT20 plates unless otherwise indicated. /1/ ' 'V R 11—� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. EXPIRES: 12/31/2017 L,9a F�.�Iatde rating reduction of 20%has been applied for the green lumber members. January 10,2017 &Ago ue on p ge I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE/011.7473 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 IMI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M-Tek` is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 K2742707 LHL_HOMES_1144 A6 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:10 2017 Page 2 ID:bLoKYGXr6vtWAuJj RoNyF4zx3Lc-Ou3TJb1 tJviLAyWS49e30rj_glsKXas7A17B??zx?oF NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=201,T=395,N=264. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742708 LHL_HOMES_1144 A7 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:12 2017 Page 1 I D:bLoKYGXr6vt WAuJj RoNyF4zx3Lc-LH B EjG27 rXz3P GgrCagXTGoKD6X3?Vh Qe3c13uzx?oD 19-11-9 19-0-0 1-2-0-0 1 6-11-8 1 13-6-12 17-8 8 ¢7 1 2 18 24-5 1 31-0-8 1 38-0-0 140-0-0 1 2-0-0 6-11-8 6-7-4 4-1-12 04.15 0-11 4-1-12 6-7-4 6-11-8 2-0-0 Scale=1:78.8 0-11-9 0-3-15 5x6 MT2OHS- 5x6 MT2OHS 6.00 I12 I M 5x8 \\ H 1 K AM 5x8 // F 4x4 i 4x6 AD G: J L, 1,4444 AE 4x6 F E 1.5x'. \.5x4 O 3x4 i AO �•/ 2L40 ;14: RS 3Ir 3x8 II Z Y x W AJ AK V U T 3x8 II 1.5x4 II 3x4= 4x4— 3x6— 4x4— 3x4= 1.5x4 II I 6-11-8 I 13-6-12 115-6-8 1 19-0-0 1 22-0-0 1 24-5-4 1 31-0-8 I 38-0-0 I 6-11-8 6-7-4 1-11-12 3-5-8 3-0-0 2-5-4 6-7-4 6-11-8 Plate Offsets(X.Y)-- [B:0-5-0.0-2-101.FE:0-3-0.Edge].10:0-3-0,Edgel.[R:0-5-0.0-2-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.06 T-U >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.15 T-U >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.05 R n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:241 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-6 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):F-N,H-K. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Left 2x6 DF No.2-G 3-10-10,Right 2x6 DF No.2-G 3-10-10 6-0-0 oc bracing:X-Y,V-X. WEBS 1 Row at midpt F-X,J-X JOINTS 1 Brace at Jt(s):J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=671/0-5-8,X=1855/0-5-8,R=964/0-5-8 Max Horz B=-219(LC 12) Max UpliiftB=-227(LC 14),X=-206(LC 14),R=-259(LC 14) Max GravB=767(LC 31),X=2752(LC 31),R=1202(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-AA=-863/246,C-AA=-777/250,C-AB=-731/254,D-AB=-629/267,F-AD=-10/270, F-G=0/594,G-J=0/611,J-L=-367/180,L-N=-380/183,K-N=-274/207,N-AE=-676/347, AE-AF=-720/341,O-AF=-800/336,O-AG=-814/335,P-AG=-965/333,P-AH=-1482/362, Q-AH=-1602/350,Q-AI=-1602/345,R-A1=-1718/341 BOT CHORD B-Z=-92/689,Y-Z=-92/689,U-V=-89/718,T-U=-215/1395,R-T=-215/1395 WEBS D-Z=0/304,D-Y=-881/158,F-Y=-27/509,F-X=-1373/238,N-V=-940/189,N-U=-25/486, P-U=-777/146,P-T=0/299,J-X=-1440/225,J-V=-139/1052 <C�`ED P R pFFu. NOTES- ,-N �'Co NG[N EFS s/02 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-9-10,Interior(1)1-9-10 to 18-0-7,Exterior(2)17-8-8 to 20-3-8, Q 89200 P E 9<' Interior(1)25-4-1 to 40-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ...0111.11:"...: 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. Q 411P' jr 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangsyL OREGON 41/ non-concurrent with other live loads. \tx k 5)Provide adequate drainage to prevent water ponding. <O xi 14 2.0 r' 6)All plates are MT20 plates unless otherwise indicated. /1/ R ` �P 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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,with BCDL=10.Opsf. 9)A plate rating reduction of 20%has been applied for the green lumber members. EXPIRES: 12/31/2017 Continued on page 2 January 10,2017 4 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 K2742708 LHL_HOMES_1144 A7 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:12 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-LHBEjG27rXz3PGgrCagXTGoKD6X3?VhQe3cl3uzx?oD NOTES- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=227,X=206,R=259. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 1 / ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 1111 building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742709 LHL_HOMES_1144 A8 MOD.QUEEN 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:13 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-pTkcxc3lcg5w1 QF1 m IBmOULWIVs8k21ZsjLscKzx?oC -2-0-0 8-0-7 15-6-0 19-0-0 22-6-0 29-11-9 38-0-0 0.0 0 I I I 4 2-0-0 8-0-7 7-5-9 3-6-0 3-6-0 7-5-9 8-0-7 2-0-0 Scale=1:74.9 5x6 MT2OHS II 6.00 12 G 1.5x4 I 2 1.5x4 II F H U V 3x6% T W 3x6 304! E I 3x4 r a+ s, d D 4 J 4x4 i E4x4 4x4 O K 4x4 S X B L 0 $ ElImi M 14 r • 3x8 II R C Y P Z O N 3x8 II 1.5x4 II 5x8= 3x6 5x8= 1.5x4 II I 8-0-7 15-6-0 15-6-8 22-6-0 I 29-11-9 I 38-0-0 I 8-0-7 7-5-9 0-0-8 6-11-8 7-5-9 8-0-7 Plate Offsets(X.Y)-- [B:0-5-0,0-2-101.FL:0-5-0.0-2-101 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.09 O-Q >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.25 L-N >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.04 L n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:218 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Std G 6-0-0 oc bracing:O-Q. SLIDER Left 2x6 OF No.2-G 4-5-13,Right 2x6 DF No.2-G 4-5-13 WEBS 1 Row at midpt H-O,J-O,G-Q,F-Q,D-Q MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=654/0-5-8,Q=1807/0-5-8,L=987/0-5-8 Max Horz B=-230(LC 12) Max UpliftB=-208(LC 14),Q=-210(LC 14),L=-246(LC 14) Max Gray B=681(LC 19),Q=1807(LC 1),L=1042(LC 20) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . TOP CHORD B-S=-645/164,C-S=-540/174,C-D=-512/191,E-T=0/257,T-U=0/330,F-U=0/338, F-G=0/277,G-H=-690/385,H-V=-432/273,V-W=-536/272,I-W=-572/260,1-J=-685/248, J-K=-1146/301,K-X=-1286/283,L-X=-1372/271 BOT CHORD B-R=-66/490,Q-R=-66/490,N-0=-146/1092,L-N=-146/1092 WEBS G-0=-291/1126,H-0=-577/258,J-0=-678/199,J-N=0/333,G-Q=-1102/55,F-Q=572/257, D-Q=-729/206,D-R=0/334 NOTES- P R 1)Wind:ASCE 7-10;Vutt=l40mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=38ft;eave=5ft;Cat.II; <(' EC � 55 Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-9-10,Interior(1)1-9-10 to 19-0-0,Exterior(2)19-0-0 to 22-9-10 CO' NG[N EF s/ zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; ,,-_\ 9 �2 Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ' 89200 PE 91! 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs /� non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. 0 �+ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -y OREGON 4j 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 G 4 �N 1& fit between the bottom chord and any other members,with BCDL=10.0psf. /0 -41}' 1 4 20 T 8)A plate rating reduction of 20%has been applied for the green lumber members. /1/ R . �P 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=208, V/FR R �-� Q=210,L=246. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 January 10,2017 1 __ I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M ibk' 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 K2742710 LHL_HOMES_1144 A9 MOD.QUEEN 6 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:14 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-Hgl_8y4NN8DneagDJ?i?YhtfRvBTTWCi5N5P8mzx?oB 1-2-0-0 I 6-8-9 I 12-10-5 I 19-0-0 I 25-1-11 I 31-3-7 I 38-0-0 140-0-0 1 2-0-0 6-8-9 6-1-11 6-1-11 6-1-11 6-1-11 6-8-9 2-0-0 Scale=1:78.8 5x6 MT2OHS= 6.00 12 G ii V 3x4 3x4 W FT H 3x6 3x6 '' 1.5x4 \\ E I 4x4 d a' s' 4x4 i \ e, rr 4x4 C S ' x A B rl 101 `-.• iei `V'\L h i o 4x9 II R Y Z Q P OAA AB N M 3x4 = 3x6 = 3x6 = 3x4= 5x8 II 3x8 = 6x6 = I 9-9-7 I 19-0-0 27-10-10 I 37-0-0 0-Q 9-9-7 9-2-9 8-10-10 9-1-6 31-0-8 Plate Offsets(X.Y)-- IB:0-5-8.Edge].[K:0-5-5.0-2-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.23 P-R >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.61 Vert(CT) -0.55 B-R >801 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.49 Horz(CT) 0.13 M n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:206 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-4-5 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2X4 DF Std G 6-0-0 oc bracing:K-M. SLIDER Left 2x6 DF No.2-G 3-9-1,Right 2x6 DF No.2-G 1-8-6 WEBS 1 Row at midpt F-P,H-P,J-M MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1678/0-5-8,M=1770/0-5-8 Max Horz B=230(LC 13) Max UpliftB=-323(LC 14),M=-341(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-S=-2625/513,C-S=-2513/518,C-D=-2513/536,D-E=-2368/505,E-F=-2293/522, F-T=-1713/463,T-U=-1702/465,G-U=-1614/486,G-V=-1614/477,V-W=-1700/457, H-W=-1711/454,H-I=-2105/483,I-J=-2191/462,J-X=-515/77,K-X=-542/36 BOT CHORD B-R=-343/2271,R-Y=-229/1957,Y-Z=-229/1957,Q-Z=-229/1957,P-Q=-229/1957, O-P=-230/1804,0-AA=-230/1804,AA-AB=-230/1804,N-AB=230/1804,M-N=-308/1921, K-M=-52/511 WEBS F-R=-9/458,F-P=-794/252,G-P=-230/1126,H-P=-663/224,H-N=0/319,J-M=-2144/902 NOTES- P R 1)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; �Q.�� OFF r Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-9-10,Interior(1)1-9-10 to 19-0-0,Exterior(2)19-0-0 to 22-9-10 5� NG I N E,- tr/� zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; eco- 9 2v Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 C - :9200 P E r 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. � ��, 5)All plates are MT20 plates unless otherwise indicated. c. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. y nOREGON le Zj 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 L "%_ N'' fit between the bottom chord and any other members,with BCDL=10.0psf. <0 -13' 14 2° -V- 8)A plate rating reduction of 20%has been applied for the green lumber members. A'FR R IL-` e' - 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)B=323, M M=341. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2017 January 10,2017 1 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. mill. 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 K2742711 LHL_HOMES_1144 B1 CAL HIP 1 2 Job Reference(optional) Ariel Truss Co.,Inc,Vancouver,WA Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Jan 10 08:01:57 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-QDPuwVOwEDx2zYV68bHa6a6se254XgDzYdAGUizwo28 -2-0-0 2-9-1318-9-322-0-524-11-9 - 28-2-3 31-0-0 -- I I 1 5-6-12 6 0-7 8-11-11 12-2-13 15-6-0 II 254 I 3300 I 2-0-0 2-9-13 2-8-15 0--11 2-11-4 3-3-3 3-3-3 3-3-3 3-3-3 2-11-4 0-5-11 2-8-15 2-9-13 2-0-0 Scale=1:57.5 4x6 6.00 12 E 3x4 = 3x4 = 3x4 = J 4x6 4x9-.---- X i D U ,y F\ Y Z ,.., 6a RI tm 61 AA H AB AAD AE 1AF 4x6 i n c 4x9 C K4x6� m S T ✓ 14`` AGAR r; B L L: I ro l n tto � M 4x9 II RAI Q P o N AJ 4x9 11 3x8= 3x4= 3x12 MT2OHS= 3x4 = 3x8 = 1 5-6-12 1 12-2-13 1 18-9-3 1 25-5-4 1 31-0-0 1 5-6-12 6-8-1 6-6-5 6-8-1 5-6-12 Plate Offsets(X,Y)-- FB:0-5-8,Edgel,IB:2-1-4,0-2-01,FL:0-5-8,Edgel,FL:2-1-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.24 0-Q >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.63 Vert(CT) -0.50 O-Q >737 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.32 Horz(CT) 0.15 L n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:319 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,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(4-8-7 max.):D-I. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-5-11 oc bracing. SLIDER Left 2x6 DF No.2-G 3-4-2,Right 2x6 DF No.2-G 3-4-2 REACTIONS. (lb/size) B=2568/0-5-8,L=2568/0-5-8 Max Horz B=-83(LC 12) Max Uplift B=-839(LC 14),L=-839(LC 14) Max Gray B=2862(LC 38),L=2862(LC 40) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-C=-4732/1569,C-D=-5157/1674,D-F=-4653/1580,F-G=-7280/2290,G-H=-7281/2290, H-1=4653/1580,I-K=5158/1674,K-L=-4732/1569 BOT CHORD B-R=-1189/3938,Q-R=-2004/6490,O-Q=-2391/7892,N-0=-1974/6444,L-N=-1234/3876 WEBS C-R=-287/1005,D-R=-288/1466,I-N=-288/1466,K-N=-286/1006,G-Q=-836/399, G-0=-836/399,H-N=-2526/810,H-0=-183/1191,F-R=-2526/810,F-Q=-183/1191 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. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. P 82)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 ,`tLQ`�� OFFss connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. �� NG I N EF /0 3)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II; 'G ' 1- Exp Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-0-0 to 1-1-3,Interior(1)1-1-3 to 6-0-7,Exterior(2)5-8-8 to 29-4-3, y Interior(1)29-4-3 to 33-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& ' 89200 PE MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. ` I- 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs O Cr non-concurrent with other live loads. y4. 47 OREGON ((7 7)Provide adequate drainage to prevent water ponding. 1 8)All plates are MT20 plates unless otherwise indicated. /0 �Y 1 4,`1° P+� 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MFR R I 0., 10).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11)A plate rating reduction of 20%has been applied for the green lumber members. 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 839 lb uplift at joint B and 839 lb uplift at EXPIRES: 12/31/?017 joint L. January 10,2017 6o'dltfFl6$9rofflp end with 6-0-0 end setback. r 1 -- ii,WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 K2742711 LHL_HOMES_1144 B1 CAL HIP 1 2 Job Reference(optional) Ariel Truss Co.,Inc,Vancouver,WA Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Jan 10 08:01:57 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-QDPuwVOwEDx2zYV68bHa6a6se254XgDzYdAGUizwo28 NOTES- 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)440 lb down and 241 lb up at 25-3-8,and 440 lb down and 241 lb up at 5-8-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-64,D-E=-64,D-1=-121,I-J=-64,I-M=-64,B-L=-38(F=-18) Concentrated Loads(Ib) Vert:D=-288 1=-288 I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MIl-7473 rev.1003/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPH 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 K2742712 LHL_HOMES_1144 B2 CAL HIP 1 1 Job Reference(optional) Adel Truss Co.,Inc,Vancouver,WA Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Jan 10 08:01:58 2017 Page 1 I D:bLoKYGXr6vtWAuJj RoNyF4zx3 Lc-uQzG7 r0Y?W3vbh4l i lopfnf? S P6G3c6n HvpO 8zwo27 2-9-13 I5-6-12 IB-0-7 11-1 12-2-13 I 15-6-0 I 18-9-3 I 22-0-5 111 25-5-4 28-2-3 I 31-_-0 33-0-01 1 2-9-13 2-8-15 2-5-11 d-11-4 3-3-3 3-3-3 3-3-3 3-3-3 11-4 2-5-11 2-8-15 2-9-13 2-0-0 Scale=1:55.2 6.00 12 6x6 i D I 6x6 C 3x4= 3x4= 3x4 = 409TMT2 < T U V W XY ZAB ` C4xLI I o L 0 P O N M A 4x9 I 4x9 11 4x9 = 3x4= 5x14 MT2OHS= 3x4 = 4x9_ I 5-6-12 I 12-2-13 1 18-9-3 25-5-4 31-0-0 I 5-6-12 6-8-1 6-6-5 6-8-1 5-6-12 Plate Offsets(X,Y)-- IA:0-5-8,Edge1,(A:2-1-4,0-2-81,IK:0-5-8,Edgel,(K:2-1-4,0-2-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/defl Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.73 Vert(LL) -0.32 N-P >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.61 N-P >613 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.18 K n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) Weight:163 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(2-4-15 max.):C-H. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 5-10-4 oc bracing. SLIDER Left 2x6 DF No.2-G 3-4-2,Right 2x6 DF No.2-G 3-4-2 REACTIONS. (lb/size) A=1447/Mechanical,K=1583/0-5-8 Max Horz A=-102(LC 12) Max UpliftA=-297(LC 14),K=-387(LC 14) Max GravA=1698(LC 31),K=1933(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2793/954,B-C=-3029/1125,C-E=-2724/1323,E-F=-4460/1456,F-G=-4456/1417, G-H=-2713/1264,H-J=-3016/1059,J-K=-2777/863 BOT CHORD A-Q=-864/2290,P-Q=-1327/3933,N-P=-1274/4852,M-N=-1102/3925,K-M=-577/2263 WEBS B-Q=-306/565,C-Q=-152/954,H-M=-150/948,J-M=-372/582,F-P=-547/256,F-N=-552/269, G-M=-1655/420,G-N=-155/740,E-Q=1649/408,E-P=-142/734 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-3,Interior(1)3-1-3 to 8-0-7,Exterior(2)5-8-8 to 27-4-3, Interior(1)27-4-3 to 33-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60D p R 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 " OF�C *.((fc.)o 3)Unbalanced snow loads have been considered for this design. , ANG I N EF9 /7 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. j� - 5)Provide adequate drainage to prevent water ponding. Q 89200P E r 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `� 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. or Cr 9)A plate rating reduction of 20%has been applied for the green lumber members. -7/ 14, OREGON 10)Refer to girder(s)for truss to truss connections. ' 1� '� 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 297 lb uplift at joint A and 387 lb uplift at /0 y 14,2� joint K. /1/ 'RRIO, 6P 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 January 10,2017 4 • -- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M i1ek- 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/TPD 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 K2742713 LHL_HOMES_1144 83 CAL HIP 1 1 Job Reference(optional) Anel Truss Co.,Inc,Vancouver,WA Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Jan 10 08:01:59 2017 Page 1 ID:bLoKYGXt6vtWAuJjRoNyF4zx3Lc-McWeLBPBmgCmDrfUGOJ2B?BA1 sqe?bLFOxfNYbzwo26 10-0-7 22-0-5 2-9-135-6-12 8-11-11 -8-81 12-2-13 15-6-0 18-9-3 20-11-9 21r3.8 25-5-4 28-2-3 31-0-0 33-0-0 2-9-13 I 2-8-15 I 3-4-15 0-8-13 I 2-2-6 3-3-3 I 3-3-3 I 2-2-6 0-3-15 3-4-15 2-8-15 i 2-9-13 I 2-0-0 0-3-15 0-8-13 Scale=1:55.6 4x4 1.5x4 II 1.5x4 II 0 4x4"---- E 0 AE AF 15a AGAH SAI AJC MAK AL 6.00 12 ,!'� II C?. 4x4 3x4 = 3x4= 3x4 404 C D F 1.fl `.x4 II J 1.5x4 II P 4x9G AB �.• fir} IIS Lfl- ./PX Ni�� 1 4x6 R 4x6 n n Q 4x9 m BAA N AC M Z � *, AD A S cv o v T X W V Y U 4x9 II 3x8 — 3x4= 4x6= 3x4= 3x8 — 4x9 II I 5-6-12 I 12-2-13 I 18-9-3 I 25-5-4 31-0-0 I 5-6-12 6-8-1 6-6-5 6-8-1 5-6-12 Plate Offsets(X,Y)-- 1A:0-5-8,Edge),FA:2-1-4,0-2-01,IS:0-5-8,Edge),IS:2-1-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.11 V-X >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.27 V-X >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.28 Horz(CT) 0.11 S n/a n/a BCLL 0.0 BCDL 10.0 * Code IRC2015/TP12014 (Matrix) Weight:194 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(4-10-13 max.):C-Q,E-M. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-0-0 oc bracing. SLIDER Left 2x6 DF No.2-G 3-4-2,Right 2x6 DF No.2-G 3-4-2 JOINTS 1 Brace at Jt(s):J,P,D REACTIONS. (lb/size) A=1319/Mechanical,5=1455/0-5-8 Max Horz A=-123(LC 12) Max UpliftA=-213(LC 14),S=-303(LC 14) Max Gray A=1610(LC 31),S=1845(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2601/594,B-C=-2545/599,C-E=-1944/510,C-D=808/173,D-F=-773/180, F-H=-802/183,H-J=-802/183,J-L=-787/173,L-N=-787/173,N-P=-759/171,P-Q=-764/156, M-Q=-1944/532,Q-R=-2494/595,R-S=-2540/562,E-I=-1690/525,I-K=-1690/525, K-M=-1690/525 BOT CHORD A-Y=-464/2104,X-Y=-461/2080,V-X=-557/2766,U-V=-421/2051,S-U=-405/2001 WEBS B-Y=-27/353,R-U=-53/371,J-X=-447/139,J-V=-452/151,P-U=-36/276,P-V=-38/643, D-Y=-34/297,D-X=-26/637,M-N=-83/559,E-F=-73/559,H-I=-430/129,K-L=-430/129 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-3,Interior(1)3-1-3 to 10-0-7,Exterior(2)9-8-8 to 25-3-8, E� PROF Interior(1)25-3-8 to 33-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& ,`�GQ` Fss MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �Gj tJG I NE, /� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �G '9 -bj 3)Unbalanced snow loads have been considered for this design. , a .,.9, P E "9- 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. /-„/ 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -. 4W.: 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 0 fit between the bottom chord and any other members. y OREGON b‘8)A plate rating reduction of 20%has been applied for the green lumber members. Gj �•1 '� 9)Refer to girder(s)for truss to truss connections. )' 14,2� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 213 lb uplift at joint A and 303 lb uplift at MFR R I LL 6P joint S. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 January 10,2017 t 1 r.... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.70/03/2015 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 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 K2742714 LHL_HOMES_1144 B4 CAL HIP 1 1 Job Reference(optional) Adel Truss Co.,Inc,Vancouver,WA Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Jan 10 08:01:56 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-yl rWjANITvpBMOwvbtmLaMZcufmSoCjpJzOjxGzwo29 12-2-13 19-3-8 2-9-13 1 5-6-12 1 8-11-1111-8-8 1 0rr��jj 15-6-0 18-9-3 18-pr 22-0-5 25-5-4 28-2-3 31-0-0 33-0-0 2-9-13 2-8-15 3-4-15 I 2-8-13 0-3-1S 3-3-3 3-3-3 0-2-6 2-8-13 I 3-4-15 I 2-8-15 I 2-9-13 I 2-0-0 0-2E 0-3-15 Scale=1:55.2 1.5x4 II 1.5x4 II E G J K 6.00 I12 4x6* x AH 304= 4x6 3x4 = 1.x4 I 3x4 = o C 1. x4 I I 4x9 i �. F 1 Al a, 4x9% V W Y Z AA AB AE AF AG M 4x9 B N 4x9 AJ A O M v o �,1 L O P AK Uo Q T S b R 4x9 II 4x9 II 3x8 3x4= 5x12 MT2OHS= 3x4 = 3x8— I 5-6-12 I 12-2-13 I 18-9-3 I 25-5-4 31-0-0 I 5-6-12 6-8-1 6-6-5 6-8-1 5-6-12 Plate Offsets(X,V)-- 1A:0-5-8,Edgel,(A:1-10-4,0-2-01.f0:0-5-8,Edgel,f0:1-10-4,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.26 R-T >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.59 Vert(CT) -0.53 R-T >696 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.16 0 n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 (Matrix) Weight:182 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(2-3-5 max.):C-M. Except: WEBS 2X4 DF Std G 1 Row at midpt C-F,I-M SLIDER Left 2x6 DF No.2-G 3-4-2,Right 2x6 DF No.2-G 3-4-2 BOT CHORD Rigid ceiling directly applied or 6-7-8 oc bracing. REACTIONS. (lb/size) A=1328/Mechanical,0=1464/0-5-8 Max Horz A=-144(LC 12) Max UpliftA=-219(LC 14),0=-309(LC 14) Max GravA=1792(LC 31),0=2003(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2888/598,B-C=-2923/626,C-D=-2635/741,D-F=-3766/1140,F-H=-3766/1140, H-I=-3755/1123,I-L=-3755/1123,L-M=-2598/737,M-N=-2881/610,N-0=-2840/552 BOT CHORD A-U=-452/2327,T-U=-778/3393,R-T=-1034/4005,Q-R=-745/3369,O-Q=-390/2242 WEBS B-U=-76/397,C-U=-198/661,M-Q=-169/655,N-Q=-96/453,H-T=-534/246,H-R=-540/259, L-Q=-1052/439,L-R=-144/728,D-U=-1045/426,D-T=-131/722,1-K=-302/174, E-F=-302/174 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-3,Interior(1)3-1-3 to 12-0-7,Exterior(2)11-6-12 to 23-4-3, Interior(1)23-4-3 to 33-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& PR MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 <C��DOF� 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �c� 89G2IONCE)1::;:j6)63157" Unbalanced snow loads have been considered for this design.4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �/Ct-non-concurrent with other live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -AO-1/.. 'r _ 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 ID fit between the bottom chord and any other members. -yG "/OREGON b lv 9)A plate rating reduction of 20%has been applied for the green lumber members. 1 10)Refer to girder(s)for truss to truss connections. �� A�y 1 4,2� Q+ 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 219 lb uplift at joint A and 309 lb uplift at /1/ - R R I�—� joint id 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 January 10,2017 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and 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 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 K2742715 LHL_HOMES_1144 B5 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc,Vancouver,WA Run:7.640 s Nov 10 2015 Print:7.640 s Nov 10 2015 MiTek Industries,Inc.Tue Jan 10 08:01:08 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-MoxMeloBm9m?bOGhnou5dEaON IPNYX5IHVoAF2zwo2v 14-0-7 17-3-8 2-9-135-6-12 8-11-11 12-2-13 13-8b 15-6-0 16-11-9 18-9-3 22-0-5 25-5-4 28-2-3 31-0-0 33-0-0 2-9-13 I 2-8-15 I 3-4-15 I 3-3-3 1-5-11 1 1 1-5-9 1 1-5-9 1 1 1-5-11 3-3-3 I 3-4-15 I 2-8-15 2-9-13 I 2-0-0 0-3-15 0-3-15 Scale=1:55.1 K E G AFc I AG 6.00 '1. AA Z AB 4x6 i Y 3x4= 3x4= 3x4 AC 4x6 x ' C orl lm r - fi J 14 B W 1.5x4 1.5x4 II M N V ,,..9' .� A -0.e.. �`��' AD O AE to EJrni e3 p P U T S R Q 3x8= 3x4= 4x6= 3x4 = 3x8= I 5-6-12 12-2-13 18-9-3 I 25-5-4 31-0-0 5-6-12 6-8-1 6-6-5 6-8-1 5-6-12 Plate Offsets(X,Y)— fA:0-5-8,Edgel,FA:1-10-0,0-2-01,[B:0-4-4,0-2-011E:0-4-6,0-2-01,f1:0-4-6,0-2-01,IN:0-4-4,0-2-01,10:0-5-8,Edge1,f0:1-10-0,0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.15 R-T >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.32 R-T >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.13 0 n/a n/a BCLL 0.0 * Code IRC2015/TP12014 (Matrix) 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 2-2-0 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(4-3-6 max.):C-M,E-I. Except: WEBS 2X4 DF Std G 1 Row at midpt D-H SLIDER Left 2x6 DF No.2-G 3-4-2,Right 2x6 DF No.2-G 3-4-2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s):H,L,D REACTIONS. (lb/size) A=1319/Mechanical,0=1455/0-5-8 Max Horz A=-164(LC 12) Max UpliftA=-213(LC 14),0=-303(LC 14) Max Gray A=1917(LC 31),0=2053(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-3110/540,B-C=-3241/579,C-E=-1966/461,C-D=-1410/264,D-F=-1219/147, F-H=-1228/146,H-J=-1220/143,J-L=-1210/144,L-M=-1385/254,I-M=-1966/475, M-N=-3211/581,N-0=-3075/513,E-I=-1559/514 BOT CHORD A-U=-412/2503,T-U=-408/2877,R-T=-355/2559,Q-R=-420/2860,O-Q=-356/2444 WEBS B-U=-93/548,C-U=-259/164,M-Q=-273/171,N-Q=-111/586,H-T=0/380,H-R=0/359, 1-J=0/311,E-F=0/302 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-3,Interior(1)3-1-3 to 14-0-7,Exterior(2)13-8-8 to 17-3-8, Interior(1)21-4-3 to 33-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& P R MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 ,`�QD �FFss 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ��Co !NG I N EF /o 3)Unbalanced snow loads have been considered for this design. `i R 2 4)This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 'C/ -y non-concurrent with other live loads. ,� 89200 P E r* 5)Provide adequate drainage to prevent water ponding. 6)All plates are 4x9 MT20 unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1..410eir 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 CC fit between the bottom chord and any other members. OREGONOREGQ 9)A plate rating reduction of 20%has been applied for the green lumber members. '�� �� 10)Refer to girder(s)for truss to truss connections. /Q Y 14,2QQ+ 11)Prjoiotide mechanical connection(by others)of truss to bearing plate capable of withstanding 213 lb uplift at joint A and 303 lb uplift at MER R I L� 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 January 10,2017 t 8 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MI1.7473 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 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 Wel( 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 K2742716 LHL_HOMES_1144 B6 MOD.QUEEN 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:22 2017 Page 1 ID:bLoKYGXr6vtWAuJj RoNyF4zx3Lc-2CnOghAOUbDecpRmnhsttND218wAK5Quxd1 gQJzx?o3 I 4-11-5 I 10-2-11 I 15-6-0 I 20-9-5 I 26-0-11 I 31-0-0 1 33-0-0 1 4-11-5 5-3-5 5-3-5 5-3-5 5-3-5 4-11-5 2-0-0 4x4 = Scale=1:56.3 E S U T 6.00 12 3x4 i 3x4 D F 1.5x4\ /1/ \Ipl.5x4 // C \\ G 3x6 i R 4x6 B H A' V u V I m r �� o 3x8 I M N O L P Q K '= 3x4= 3x4= 4x9 II 5x8 = I 7-7-0 I 15-6-0 I 23-5-0 I 31-0-0 I 7-7-0 7-11-0 7-11-0 7-7-0 Plate Offsets(X.Y)-- [A:0-3-8.Edael.f1:0-5-8.Edge],IL:0-4-0.0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.13 K-L >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.32 K-L >999 180 TCDL 7.0 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.09 1 n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:159 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-15 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Std-G 2-9-2,Right 2x6 DF No.2-G 2-9-2 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=1298/Mechanical,1=1434/0-5-8 Max Horz A=-179(LC 12) Max UpliftA=-199(LC 14),1=-289(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=2188/475,B-R=-2103/483,C-R=-2084/491,C-D=-1981/466,D-S=-1474/400, E-S=-1388/418,E-T=-1388/406,T-U=-1456/392,F-U=-1474/388,F-G=-1961/431, G-H=-2076/447,H-V=-2078/438,I-V=-2147/429 BOT CHORD A-M=-331/1814,M-N=-219/1616,N-0=-219/1616,L-0=-219/1616,L-P=-224/1609, P-Q=-224/1609,K-Q=-224/1609,1-K=-302/1780 WEBS D-M=-13/324,D-L=-649/211,E-L=-202/950,F-L=-614/206,F-K=0/320 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=31ft;eave=4ft;Cat.11; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-1-3,Interior(1)3-1-3 to 15-6-0,Exterior(2)15-6-0 to 18-7-3 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; P R Lumber DOL=1.60 plate grip DOL=1.60 ���G� Oren 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 Co GINE so 3)Unbalanced snow loads have been considered for this design. ,\ �N F,q �* 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Gr✓ "9 non-concurrent with other live loads. 89200 PE r* 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will / 0.e. - fit between the bottom chord and any other members,with BCDL=10.Opsf. —. �� - 7)A plate rating reduction of 20%has been applied for the green lumber members. •- 8)Refer to girder(s)for truss to truss connections. O OREGON ((7� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=199, G 4 \� 1=289. <O -1Y 14 20 P-1- 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /(,7R R 11.-v. EXPIRES: 12/31/2017 January 10,2017 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. let. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH 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 K2742717 LHL_HOMES_1144 Cl JACK 4 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:22 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-2CnOghAOUbDecpRmnhsttND508?8KFvuxdl gQJzx?o3 -2-0-0 4-0-0 2-0-0 4-0-0 Scale=1:17.5 C 6.00 12 G PP F B H Ia� i It A ,/ E D 3x8 I I 4-0-0 4-0-0 Plate Offsets(X,Y)- [E:0-4-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) 0.01 D-E >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) -0.02 D-E >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 C n/a n/a BCLL 0.0 " BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2X4 DF No.2 G end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) E=335/0-5-8,C=90/Mechanical,D=31/Mechanical Max Horz E=132(LC 14) Max UpliftE=-114(LC 14),C=-44(LC 14) Max Gray E=341(LC 19),C=106(LC 19),D=67(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-E=-297/243 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)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 3-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. P R OF 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q� F non-concurrent with other live loads. INEF ss E 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� G 9 /O� N 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 89200 P E yr 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. /,:. 9)Refer to girder(s)for truss to truss connections. -44111140 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C except(jt=lb) 41:40 E=114. OREGON Q 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. G `1°N -.1 /O qy 14,`Z° Q+ MRRIL\- EXPI RES: 12/31/2017 January 10,2017 t ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742718 LHL_HOMES_1144 C2 JACK 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:23 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-WOL011 B0FvLVDy0yLON6QblFBXLK3h91AHmNylzx?o2 -2-0-0 4-0-0 2-0-0 4-0-0 Scale=1:17.5 C 6.00 12 G SUPPORT TOP CHORD A E D 3x8 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 0.01 A n/r 120 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.11 Vert(CT) 0.00 A n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 C n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2X4 DF No.2 G end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) E=337/4-0-0,C=92/4-0-0,D=32/4-0-0 Max Horz E=133(LC 14) Max UpliftE=-114(LC 14),C=-45(LC 14) Max Gray E=343(LC 19),C=109(LC 19),D=69(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-E=-299/244 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 4-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ���r PRO r non-concurrent with other live loads. 5)Gable requires continuous bottom chord bearing. !NG l N EF /�2 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ci R 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 9 fit between the bottom chord and any other members. 89200 P E �' 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C except(jt=lb) /� E=114. , 0' : 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. yG OREGON � /O -9y 14,2-C)\ P+ RR 10- . EXPIRES: 12/31/?017 January 10,2017 1 ► ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742719 LHL_HOMES_1144 D1 MONO CAL HIP 1 2 Job Reference(optional) 1 Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:24 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-_bvm FNBfoDTMr6b8v6uLyolLgxWhoyOBOxWxUBzx?o1 I 3-6-11 14-0-7 I 7-7-8 I 12-0-0 I 3-6-11 0-5-12 3-7-1 4-4-8 Scale=1:20.9 4x9 i C 3x4 II 6.00 12 B 3x8= ✓ \ D' d e CO r4 . 1 u NA N ..# o e G K L 10x16 MT2OHS= 5x8 i F 5x12 MT2OHS= I 3-6-11 I 12-0-0 I 3-6-11 8-5-5 Plate Offsets(X.Y)-- 1A:0-1-4.0-1-121.[B:0-0-1.0-0-0],[G:0-3-8,0-6-41 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.14 F-G >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.33 F-G >417 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.02 F n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:140 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-10-8 oc purlins, except BOT CHORD 2x8 DF SS G end verticals,and 2-0-0 oc purlins(5-3-9 max.):B-E. WEBS 2X4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E-F:2X6 DF No.2 G WEDGE Left:2x4 SP No.3 REACTIONS. (lb/size) A=4147/0-5-8,F=4156/0-5-8 Max Horz A=94(LC 7) Max UpliftA=-1119(LC 10),F=-1188(LC 7) Max Gray A=4652(LC 27),F=4765(LC 26) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-8570/2044,B-H=-7128/1746,H-I=-7128/1746,D-I=-7128/1746,D-J=-910/225, E-J=-910/225,E-F=-276/105 BOT CHORD A-G=-1836/7423,G-K=-1250/4584,K-L=-1250/4584,F-L=-1250/4584 WEBS B-G=-831/3895,D-G=-634/3138,D-F=-4094/1141 NOTES- 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x8-2 rows staggered at 0-8-0 oc. ����9 �FFss 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 ���� lGNG IP:°F (32 /p2 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. .9 3)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; CC $9200 P E c 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 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 _/� 5)Unbalanced snow loads have been considered for this design. • r__,, �� cr 6)Provide adequate drainage to prevent water ponding. -374. OREGON <(/ 7) 7)All plates are MT20 plates unless otherwise indicated. pr ,` 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /O '9 y 4 20 s 49)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will A- �Q' fit between the bottom chord and any other members. t'/FR R L` 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)except(jt=lb) A=1119,F=1188. EXPIRES: 12/31/2017 12)Girder carries tie-in span(s):31-0-0 from 0-0-0 to 12-0-0 Continued on page 2 January 10,2017 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. N1 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 r,�AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing iV l iTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN 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 K2742719 LHL_HOMES_1144 D1 MONO CAL HIP 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:24 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-_bvmFNBf0DTMr6b8v6uLyolLgxWhoyOBOxWxUBzx?o1 NOTES- 13)Girder carries hip end with 0-0-0 right side setback,4-0-0 left side setback,and 4-0-0 end setback. 14)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)154 lb down and 77 lb up at 3-8-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-B=-64,B-C=-64,B-E=-89,A-F=-627(F=-599,B=-8) Concentrated Loads(Ib) Vert:B=-107 1 ®WARNING-Verily 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,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 K2742720 LHL_HOMES_1144 El KINGPOST 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:24 2017 Page 1 I D:bLoKYGXrSvtWAuJj RoNyF4zx3Lc-_bvm FN BfODTM r6b8v6uLyo I S8xfxo7ZBOx WxU Bzx?ol I -2-0-0 I 5-0-0 I 10-0-0 I 12-0-0 I 2-0-0 5-0-0 5-0-0 2-0-0 Scale=1:26.2 4x4 = D MI 6.00 12 4x4 i K L E 4x4 C M ,' J M ` N IF B a1 _ o _ o A G H 3x8 II 1.5x4 II 3x8 II I 5-0-0 I 10-0-0 I 5-0-0 5-0-0 Plate Offsets(X.Y)— [B:0-3-0.0-2-10].IF:0-5-0.0-2-10] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.02 H >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.22 Vert(CT) -0.05 F-H >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.12 Horz(CT) 0.01 F n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:51 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-10 oc purlins. BOT CHORD 2X4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-7-12 oc bracing. WEBS 2X4 DF Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF No.2-G 2-9-7,Right 2x6 OF No.2-G 2-9-7 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=798/0-5-8,F=798/0-5-8 Max Horz B=67(LC 13) Max Uplift B=-409(LC 14),F=-409(LC 14) Max Gray B=927(LC 22),F=927(LC 23) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-1=-1236/767,I-J=-1177/770,C-J=-1167/776,C-K=-1164/772,D-K=-1156/782, D-L=-1156/782,E-L=-1164/772,E-M=1167/776,M-N=-1177/770,F-N=-1236/767 BOT CHORD B-H=-481/1018,F-H=-481/1018 WEBS D-H=0/290 NOTES- 1)Wind:ASCE 7-10;Vu@=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=Oft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Comer(3)-2-0-0 to 1-0-0,Exterior(2)1-0-0 to 5-0-0,Comer(3)5-0-0 to 8-0-0 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 -\<('\\°) R OFF0 3)Unbalanced snow loads have been considered for this design. ,\GJ NG I N E - ' 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 9 non-concurrent with other live loads. -9 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 89200 P E• r 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)B=409, O •��' • F=409. - O" ON � 9)Girder carries hip end with 5-0-0 end setback. , - \t* 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. /Q -1}' 7 4,2� P+ 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)784 lb down and 596 lb up at 49 R I L� 5-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. Fit 12)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 EXPIRES: 12/31/2017 Continued on page 2 January 10,2017 I t -- ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742720 LHL_HOMES_1144 El KINGPOST 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:24 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-_bvm FNBfODTMr6b8v6uLyolS8xfxo7ZBOxWxUBzx?o1 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:B-F=-33(F=-13),A-D=-64,D-G=-64 Concentrated Loads(Ib) Vert:D=-373 t ► ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 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 r Job Truss Truss Type Qty Ply K2742721 LHL_HOMES_1144 F1 CAL HIP 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:25 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-SnT8SjCHnVvbDTGALTpPaVOrd4Ly1 XVwKdbFU1 dzx?o0 1 2-0-0 1 5-6-12 6-0-71 10-0-0 13-11-9 114-51 18-0-0 1 20-0-0 1 2-0-0 3-6-12 0-5-1) 3-11-9 3-11-9 0-5-11 3-6-12 2-0-0 Scale=1:35.1 4x4 H 4x4 E 3x4 = 6.00 12 D a DKS T (� F 1: :1t1 V c MA 3x4 i p Y 3x4 El il 4x4 C I 3x4 o cS B 0:. t1 J A K n r 0 N Z AA ABM 3x6 11 3x8 II L 1.5x4 II 3x8 = 4x9 = 1.5x4 I 010 2-0-0 1 5-6-12 1 14-5-4 1 18-0-0 118-5-1 20-0-0 1 0-2-0 1-10-0 3-6-12 8-10-8 3-6-12 6-5-8 1-6-8 Plate Offsets(X.Y)-- [A:0-3-0.0-2-6] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.05 M-N >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.36 Vert(CT) -0.26 M-N >816 180 TCDL 7.0 Rep Stress Incr NO WB 0.43 Horz(CT) 0.03 L n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:196 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,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):D-G. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Left 2x6 DF No.2-G 1-7-9,Right 2x4 DF Std-G 1-7-9 REACTIONS. (lb/size) A=1395/0-3-8,L=1744/0-5-8 Max Horz A=-67(LC 12) Max UpliftA=-428(LC 14),L=-535(LC 14) Max Gray A=1620(LC 38),L=2002(LC 42) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2478/862,B-C=-2385/859,C-P=-2698/965,D-P=-2691/974,D-Q=-2453/977, Q-R=-2453/977,R-S=-2453/977,S-T=-2453/977,F-T=-2453/977,F-U=-1914/764, U-V=-1914/764,V-W=-1914/764,W-X=1914/764,G-X=-1914/764,G-Y=-2082/746, 1-Y=-2117/734 BOT CHORD A-0=-694/2012,N-0=694/2012,N-Z=-981/2755,Z-AA=-981/2755,AA-AB=-981/2755, M-AB=-981/2755 WEBS C-N=-195/695,D-N=0/336,F-N=-395/259,F-M=-1037/484,1-M=-696/2114,I-L=-1928/716 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ��� PR FSS Top chords connected as follows:2x4-1 row at 0-9-0 oc. �� t7F Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. �GJ ��1G]N EF,9 z 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 �,-„N' 17 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. CC :9200 P E 3)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.Il; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 6-0-7,Exterior(2)5-8-8 to 18-0-0, Interior(1)18-0-0 to 20-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&W /� MFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 KO 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 OREGON 41/ 5)Unbalanced snow loads have been considered for this design. A. p 6)Provide adequate drainage to prevent water ponding. "7O %y 14,Z�\ 4� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. /1/ R �Q 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 R R 10_ fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=428, EXPIRES: 12/31/2017 L=535. Continued on page 2 January 10,2017 1 1 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,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 �Y�It A Frei(' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIRPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742721 LHL_HOMES_1144 F1 CAL HIP 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:25 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-SnTBSjCHnWbDTGALTpPaVOrd4Ly1 XVwKdbFU 1 dzx?o0 NOTES- 11)Girder carries hip end with 6-0-0 end setback. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)440 lb down and 241 lb up at 14-3-8,and 440 lb down and 241 lb up at 5-8-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-64,D-E=-64,D-G=121,G-H=-64,G-K=-64,A-K=-38(F=-18) Concentrated Loads(Ib) Vert:D=-288 G=-288 1 1 III ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. I, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742722 LHL_HOMES_1144 F2 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:26 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-wz1Wg3DvYgk44QIX0WwglDNjnIHdGuPTsF?2Z4zx?o? 2-0-0 1 5-6-12 I 8-0-7 1 10-0-0 1 11-11-9 1 14-5-4 I 18-0-0 I 90-0-0 1 2-0-0 3-6-12 2-5-11 1-11-9 1-11-9 2-5-11 3-6-12 2-0-0 Scale=1:35.7 H I E 4x6 6.00 12 4x6 3x4= S T � U V G w _ R 3x4 i Q x Y 4x6 P 4x6 i C __I J 3x4 , B • as M A 4 K 0. Ir 8 e D a a 3x611 2 O N M 3x8 II L 1.5x4 II 3x8 = 4x12 = 2.5x4 II 0-g-1l 2-0-0 1 5-6-12 14-5-4 I18-0-0 1p-5-1 20-0-0 1 0--0 1-10-0 3-6-12 8-10-8 3-6-12 5-8 1-6-8 Plate Offsets(X.Y)— [A:0-3-0.0-2-10] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.10 M-N >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.40 Vert(CT) -0.33 M-N >650 180 TCDL 7.0 Rep Stress Incr YES WB 0.67 Horz(CT) 0.04 L n/a n/a BCLL 0.0 ' Code IRC2015/TPI2014 (Matrix) Weight:104 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-7 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(4-9-4 max.):D-G. WEBS 2X4 OF Std G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. SLIDER Left 2x6 DF No.2-G 1-7-8,Right 2x4 DF Std-G 1-7-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) A=879/0-3-8,L=1099/0-5-8 Max Horz A=-86(LC 12) Max UpliftA=-203(LC 14),L=-254(LC 14) Max Gray A=1276(LC 30),L=1595(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD A-B=-1931/586,B-C=-1821/577,C-P=-1963/737,P-Q=-1934/738,Q-R=-1933/742, D-R=-1827/749,D-S=-1756/977,S-T=-1756/977,F-T=-1756/977,F-U=-1298/803, U-V=-1298/803,G-V=-1298/803,G-W=-1328/559,W-X=-1421/553,X-Y=-1435/549, I-Y=-1481/548 BOT CHORD A-0=-569/1501,N-0=-569/1501,M-N=-740/1754 WEBS C-N=-235/347,F-N=-312/287,F-M=-680/475,G-M=-140/292,I-M=-659/1520, I-L=-1535/534 NOTES- PROF s1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=oft;Cat.II; ri....0 FExp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-0-7,Exterior(2)5-8-8 to 16-2-8, NG](�EF cO Interior(1)16-2-8 to 20-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& q MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 89200 P E 9r 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. /�' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q Pr Q 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. A_OREGON 7)A plate rating reduction of 20%has been applied for the green lumber members. �G "� +it'` � 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=203, /Q -‘4'. 1 4 ZD P*- L=254. 4//c 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ``R R 1 0 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 January 10,2017 I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ill Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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 K2742723 LHL_HOMES_1144 F3 FINK 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:27 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-OAbvtPEXJ8sxiaKjaER3aRwwE9bi?J6d4vlb5Wzx?o_ I 2-0-0 I 6-0-0 I 10-0-0 I 14-0-0 I 18-0-0 I 20-0-0 I 2-0-0 4-0-0 4-0-0 4-0-0 4-0-0 2-0-0 4x4 I I Scale=1:38.5 D Y 6.00 12 4x4 K L 4x4 C E o, 1.5x4 II 1.5x4 II B F ■ Frio 6 D��II I6 "" J I 4x9 = 7x10 MT2OHS i H 8x10 MT2OHS= 12x14 MT2OHS= 4x6= Oil() 2-0-0 1 10-0-0 I 18-0-0 18-5 6 20-0-0 1 13--I3 1-10-0 8-0-0 8-0-0 d-5-6 1-6-8 Plate Offsets(X.Y)— [J:0-3-8.0-5-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.09 I-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.53 Vert(CT) -0.23 I-J >932 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.77 Horz(CT) 0.03 H n/a n/a BCLL 0.0 " Code IRC2015/TPI2014 BCDL 10.0 (Matrix) Weight:249 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins. BOT CHORD 2x8 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G WEDGE Left:2x4 DF Std-G REACTIONS. (lb/size) H=5042/0-5-8,A=4026/0-3-8 Max Horz A=102(LC 9) Max Uplift H=-783(LC 10),A=-625(LC 10) Max Gray H=5078(LC 19),A=4066(LC 17) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-6859/1010,B-C=-6220/981,C-K=-4286/692,D-K=-4232/706,D-L=-4232/704, E-L=-4277/690,E-F=-994/172,F-G=-1004/106 BOT CHORD A-J=-800/5618,I-J=-640/4381,H-I=-479/3280,G-H=-75/837 WEBS B-J=-110/1150,C-J=-209/1613,C-I=-759/205,D-I=-528/3576,E-I=-54/708, E-H=-3234/531 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. ���D P R OF�s Bottom chords connected as follows:2x8-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. t0"< G[N F �$'/ 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply �,N �N FR 02 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. "9 3)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; $9200 P E r 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 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 'OF 401. • cr 6)All plates are MT20 plates unless otherwise indicated. -37/ OREGON (v 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. „/„. 1 ` IN 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 2O '9Y 1 4 2.0 - fit between the bottom chord and any other members. ,t I 9)A plate rating reduction of 20%has been applied for the green lumber members. V/FR R 10-10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)H=783 ,A=625. 11)Girder carries tie-in span(s):19-10-8 from 0-0-0 to 20-0-0 EXPIRES: 12/31/2017 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 January 10,2017 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev.10/03/2015 BEFORE USE. 11' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 ANSIITPH 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 K2742723 LHL_HOMES_1144 F3 FINK 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:27 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-OAbvtPEXJBsxiaKjaER3aRwwE9bi?J6d4vlb5Wzx?o_ LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-64,D-G=-64,A-G=-393(6=-373) 1 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11, Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent 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 K2742724 LHL_HOMES_1144 G1 CAL HIP 1 2 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:28 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-tM8H4kF94R_oKkvw8xzl7eS7LY?dkxgmJZU8dyzx?nz I 2-9-13 I 5-6-12 P-O-7II 9-3-0 I 12-5-9 1?-11-0 15-8-3 18-6-0 I 2-9-13 2-8-15 0-5-11 3-2-9 3-2-9 0-5-11 2-8-15 2-9-13 Scale=1:31.5 4x4 i H 4x4 E 3x4= G ' 6.00 12 D a I', :j R S T U EXII 4, AlkDI 1.5x4. 1.5x4 C P w 4x4 i O �♦ �� X m J 4x4 ur B es HA N KY l'i oe o I O I M Z AA AB L 3x8 II 3x8 II 3x8= 3x8 = I 5-6-12 I 12-11-4 I 18-6-0 I 5-6-12 7-4-8 5-6-12 Plate Offsets(X.Y)-- jA:0-3-0,0-2-6].[K:0-5-0.0-2-61 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.04 L-M >999 240 MT20 220/195 (Roof Snow 25.0) Lumber DOL 1.15 BC 0.30 Vert(CT) -0.16 L-M >999 180 TCDL 7.0 Rep Stress Incr NO WB 0.11 Horz(CT) 0.04 K n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:178 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,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):D-G. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 DF No.2-G 1-7-6,Right 2x6 DF No.2-G 1-7-6 REACTIONS. (lb/size) A=1451/0-5-8,K=1451/0-5-8 Max Horz A=67(LC 13) Max UpliftA=-444(LC 14),K=-444(LC 14) Max Gray A=1710(LC 38),K=1710(LC 40) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-N=-2698/967,B-N=-2624/971,B-0=-2614/966,C-0=-2595/971,C-P=-2738/1024, D-P=-2721/1034,D-Q=-2481/1028,Q-R=-2481/1028,R-S=-2481/1028,F-S=-2481/1028, F-T-2480/1028,T-U=-2480/1028,U-V=-2480/1028,G-V=-2480/1028,G-W=-2721/1033, I-W=2738/1024,I-X=-2596/971,J-X=-2614/966,J-Y=-2624/971,K-Y=-2698/966 BOT CHORD A-M=-775/2217,M-Z=-1048/2852,Z-AA=-1048/2852,AA-AB=-1048/2852,L-AB=-1048/2852, K-L=-760/2167 WEBS C-M=-164/594,D-M=0/329,F-M=-512/265,F-L=-512/265,G-L=0/329,I-L=-164/595 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: ��� P R �ss Top chords connected as follows:2x4-1 row at 0-9-0 oc. �0 OF Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. \GJ ANG]N E&� /O 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 �,-_\'' 29 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 89200 P E r 3)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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)0-0-0 to 3-0-0,Interior(1)3-0-0 to 6-0-7,Exterior(2)5-8-8 to 16-8-8, / ..--- Interior(1) Interior(1)16-8-8 to 18-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& AP MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 OREGON 4o 5)Unbalanced snow loads have been considered for this design. p 6)Provide adequate drainage to prevent water ponding. /Q Al 14, 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,f I y `1`-'�Q�� 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 i-R RIO_ fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=444, EXPIRES: 12/31/2017 K=444. Continued on page 2 January 10,2017 1 1 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MiTek" building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYl iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSITfPH 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 K2742724 LHL_HOMES_1144 G1 CAL HIP 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:28 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-tM8H4kF94R_oKkvw8xzl7eS7LY?dkxgmJZU8dyzx?nz NOTES- 11)Girder carries hip end with 6-0-0 end setback. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)440 lb down and 241 lb up at 12-9-8,and 440 lb down and 241 lb up at 5-8-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-D=-64,D-E=-64,D-G=-121,G-H=-64,G-K=-64,A-K=-38(F=-18) Concentrated Loads(Ib) Vert:D=-288 G=-288 ► ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not tut 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/TPN 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 K2742725 LHL_HOMES_1144 G2 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:29 2017 Page 1 I D:bLoKYGXr6vtWAuJj RoNyF4zx3Lc-LYifl4Fnrl6fxtT6ifUXfs?E 1 yJ MTNGwYD Ei9Pzx?ny 2-9-13 I 5-6-12 I 8-0-7 1 9-3-0 1 10-5-9 1 12-11-4 15-8-3 I 18-6-0 2-9-13 2-8-15 2-5-11 1-2-9 1-2-9 2-5-11 2-8-15 2-9-13 H Scale=1:31.4 E 4x6 = W P 4x6= 6.00 12 3x4= D f 1I F1 0 R S 7 T U V _ 1.5x4 0 X 1.5x4 i C N Y 1 4x6 i t, 0 co J 4x6 a B A 1 K A r ®uH_ Id, M L 3x8 II 3x8 II 3x8= 3x8= i 5-6-12 I 12-11-4 I 18-6-0 I 5-6-12 7-4-8 5-6-12 Plate Offsets(X.Y)-- FA:0-3-0.0-2-10],[K:0-5-0.0-2-10] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.08 L-M >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.21 L-M >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.06 K n/a n/a BCLL 0.0 " Code IRC2015/TPI2014 (Matrix) Weight:95 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-4 oc purlins,except BOT CHORD 2X4 DF No.1&Btr G 2-0-0 oc purlins(4-7-2 max.):D-G. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 7-3-14 oc bracing. SLIDER Left 2x6 DF No.2-G 1-7-5,Right 2x6 DF No.2-G 1-7-5 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=926/0-5-8,K=926/0-5-8 Max Horz A=-86(LC 12) Max UpliftA=-219(LC 14),K=-219(LC 14) Max Gray A=1399(LC 30),K=1399(LC 30) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2189/672,B-C=2083/674,C-N=2145/784,N-0=-2144/784,D-0=-2036/794, D-Q=-1951/1023,Q-R=-1951/1023,R-S=-1951/1023,F-S=-1951/1023,F-T=-1951/1023, T-U=-1951/1023,U-V=-1951/1023,G-V=-1951/1023,G-X=-2036/794,X-Y=-2144/785, I-Y=-2145/785,I-J=-2083/673,J-K=-2189/671 BOT CHORD A-M=-648/1727,L-M=-844/2145,K-L=-513/1727 WEBS C-M=-218/287,D-M=-93/261,F-M=-365/345,F-L=-365/344,G-L=-92/261,I-L=-217/287 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; P f3 Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-0-7,Exterior(2)5-8-8 to 14-8-8, (`Q��� OFFs Interior(1)14-8-8 to 18-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& 5� NG[N E• F ("37 1) for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 �� 9 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. :9200P �� 4)Provide adequate drainage to prevent water ponding. w ' 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O,' 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. iiic- 7)A plate rating reduction of 20%has been applied for the green lumber members. -p OREGON 44/ 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=219, G 4 \b" K=219. /Q I, 14 2° P+ 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ,f- 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. V/ RR �-` EXPIRES: 12L31/2017 January 10,2017 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing rvl iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742726 LHL_HOMES_1144 G3 HOWE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 1723:29 2017 Page 1 1 D:bLoKYGXr6vtWAuJj RoNyF4zx3Lc-LYifl4Fnr16fxtT6ifUXfs?A8yFbTE?wYD Ei9Pzx?ny I 4-9-8 I 9-3-0 13-8-8 I 18-6-0 4-9-8 4-5-8 4-5-8 4-9-8 5x8 II Scale=1:33.8 C 6.0012 I 6x6% 6x6 B D A E riir 0 ° ° i 410/: I•j; a H G F 7x10 MT2OHS i 7x10 MT2OHS 3x8 II 12x14 MT2OHS= 3x8 II I 4-9-8 9-3-0 I 13-8-8 18-6-0 I 4-9-8 4-5-8 4-5-8 4-9-8 Plate Offsets(X.Y)-- IA:Edge.0-2-111,1,E:Edge.0-2-111.IF:0-6-0.0-1-8].[G:0-7-0.0-6-4].IH:0-6-0.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) 1/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.13 G-H >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.70 Vert(CT) -0.30 G-H >719 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.75 Horz(CT) 0.08 E n/a n/a BCLL 0.0 * BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-1-6 oc purlins. BOT CHORD 2x8 DF SS G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2X4 DF Std G*Except* MiTek recommends that Stabilizers and required cross bracing C-G:2X4 DF No.2 G be installed during truss erection,in accordance with Stabilizer WEDGE Installation guide. Left:2x4 SP No.3,Right:2x4 SP No.3 REACTIONS. (lb/size) A=4120/0-5-8,E=4120/0-5-8 Max Horz A=95(LC 9) Max UpliftA=-640(LC 10),E=-640(LC 10) Max Gray A=4155(LC 17),E=4155(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-6229/971,B-1=-4483/729,C-1=-4432/744,C-J=-4432/744,D-J=-4483/729, D-E=-6229/971 BOT CHORD A-H=-786/5379,G-H=-786/5379,F-G=-786/5321,E-F=-786/5321 WEBS B-H=-196/1753,C-G=-560/3728,D-F=-196/1753,B-G=1630/303,D-G=-1631/303 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);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 �� p PROle S 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 c'� i N E S/ 3)Unbalanced snow loads have been considered for this design. ��N .,\`‘G' FR 2 4)All plates are MT20 plates unless otherwise indicated. .9 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CZ. 89200 P E 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. r11,!,,,000......./. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=640, �+••' E=640. 0OREGON tv 9)Girder carries tie-in span(s):19-10-8 from 0-0-0 to 18-6-0b 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1.70 q). 1 4 2. 4 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �Q' MFR R 1 V-\- LOAD CASE(S) Standard EXPIRES: 12/31/2017 Continued on page 2 January 10,2017 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.I0/03/2015 BEFORE USE. 1141' . 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 ANSIITPH Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Infomration available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742726 LHL_HOMES_1144 G3 HOWE 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 0917:23:29 2017 Page 2 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-LYifl4Fnr16fxtT6ifUXfs?A8yFbTE?wYDEi9Pzx?ny LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:A-E=-393(F=-373),A-C=-64,C-E=-64 t 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 K2742727 LHL_HOMES_1144 H1 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:30 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-pIG1 VQGPc3EWZ121FM?mC3YJrMhdClW3ntzFhrzx?nx I 5-6-12 q-0-71 11-7-8 111-0 17-2-9 1T-81 19-10-8 I 5-6-12 0-5-11 5-7-1 0-1-8 5-5-9 0-5-11 2-2-4 Scale=1:39.4 G 1.5x4 II i 4x9\\ S 4x9 // T 6.00 EC D U �M 151 61 ISa IN 51 a �4 4x4 T • P Q R 1 Sx4 I I H 3x4 i 3x4 i B N • M � ,mh M ipi A 4o l, o 3x8 II L K J I 1.5x4 II 4x9 = 4x4= 1.5x4 II I 5-6-12 11-7-8 I 17-8-4 I 19-10-8 1 5-6-12 6-0-12 6-0-12 2-2-4 Plate Offsets(X.Y)— [A:0-3-8.Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.07 K-L >999 240 MT20 220/195 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.26 Vert(CT) -0.16 K-L >999 180 TCDL 7.0 Rep Stress Ina YES WB 0.47 Horz(CT) 0.03 I n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(3-11-6 max.):C-F. . WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: SLIDER Left 2x4 DF Std-G 3-1-4 6-0-0 oc bracing:1-J. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=840/Mechanical,1=830/Mechanical Max Horz A=138(LC 13) Max UpliftA=-157(LC 14),1=-111(LC 14) Max Gray A=1053(LC 31),1=1079(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-M=-1590/458,B-M=-1512/459,B-N=-1443/467,C-N=-1399/477,C-0=-1439/588, O-P=-1439/588,P-Q=-1439/588,Q-R=-1439/588,E-R=-1439/588,E-F=-1443/593, F-H=-774/192,H-I=-1079/205 BOT CHORD A-L=325/1278,K-L=-328/1272,J-K=-169/749 WEBS C-K=-75/304,E-K=-472/243,F-K=-273/1037,F-J=-689/209,H-J=-204/1068 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.ll; P R Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 6-0-7,Exterior(2)5-8-8 to 16-1-11, �Q.E� �FF Interior(1)16-1-11 to 19-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& 5' MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 C - :19.,...0007..G201041.,:::::,°0>01: 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 9c'4)Provide adequate drainage to preaent water ponding. 5)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads.6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _,fit between the bottom chord and any other members. :41, 7)A plate rating reduction of 20%has been applied for the green lumber members. -9 OREGON 8)Refer to girder(s)for truss to truss connections. 12 4p � 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=157, 0 '41y 1 4,rZO P# 1=111. i 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. MFR R I�-� 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 17/31/2017 January 10,2017 I 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev.10/03/2015 BEFORE USE. mit. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing NI iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPN 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 K2742728 LHL_HOMES_1144 H2 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:31 2017 Page 1 I D:bLoKYGXr6vt WAuJj RoNyF4zx3Lc-HxgPj m H2 NMM M BBdVp4 W?kH4 Wqm?sxBrD?XjoD Hzx?nw 5-6-12 1 8-0-7 I 11-7-8 11 -0 17-2-9 1T-8-} 19-10-8 1 5-6-12 2-5-11 3-7-1 0-1-8 5-5-9 0-5-11 2-2-4 Scale=1:39.4 G 1.5x4 II D 5x8 i R 4x9 1/ 6.00 12 S E T C 6a 6a 15a r 6a n , 4x4 m m N • D P Q 1MT2OHS = -AF H 3x4 i % B M ,p 3x4 m _ M A * m N 1:.° /. 4 li ICI 1.1 3x8 II L K J 1.5x4 II 4x9 = 4x4= 1.5x4 II I 5-6-12 I 11-7-8 I 17-8-4 1 19-10-8 1 5-6-12 6-0-12 6-0-12 2-2-4 Plate Offsets(X.Y)— IA:0-3-8,Edge],[C:0-4-0,0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.09 K-L >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.19 K-L >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.04 I n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:112 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(3-5-2 max.):C-F. Except: WEBS 2X4 DF Std G 1 Row at midpt E-F SLIDER Left 2x4 DF Std-G 3-1-4 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=922/Mechanical,1=875/Mechanical Max Horz A=155(LC 13) Max UpliftA=-201(LC 14),1=-151(LC 14) Max GravA=1319(LC 31),I=1227(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-2183/847,B-M=-2041/862,M-N=-2025/865,C-N=-1931/871,C-0=-1842/960, O-P=-1842/960,P-Q=-1842/960,E-Q=-1842/960,E-F=-1850/968,F-H=-877/290, H-1-1224/342 BOT CHORD A-L=-789/1806,K-L=-794/1801,J-K=-193/846 WEBS C-K=-108/278,E-K=-490/301,F-K=-594/1151,F-J=-790/303,H-J=-331/1201 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;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)0-0-0 to 3-0-0,Interior(1)3-0-0 to 8-0-7,Exterior(2)5-8-8 to 16-1-11, ��ED P R OFFS Interior(1)16-1-11 to 19-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& �t�� ANG i N EP. (S'% MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. cc 89200P E �r" 4)Provide adequate prevent water ponding. 5)All pltes are MT2O plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Eli fit between the bottom chord and any other members. OREGON 8)A plate rating reduction of 20%has been applied for the green lumber members. � A_ G "� .��' �� 9)Refer to girder(s)for truss to truss connections. 76 y14,2-C3 0- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=201, /�c Q) 1=151. RR��� 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPIRES: 12/31/2017 January 10,2017 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. imm Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not MI a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek.1 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 SII Job Truss Truss Type Qty Ply K2742729 LHL_HOMES_1144 H3 CAL HIP 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:32 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-170ow61g8gUDpLChNn1 EHUdmOAMogcnMEBSMmjzx?nv I 5-6-12 I 9-8-8 10-017 11-7-8 111-0 17-2-9 117-8-0. 19-10-8 1 5-6-12 4-1-12 0-3-15 1-7-1 0-1-8 5-5-9 0-5-11 2-2-4 Scale=1:40.5 J 1.5x4 II 4x4 i F E C. 6.0012 S 4x9 \\ '.`x6 = Q G R 4x9// C D• SZI IP,: 4x4 3x4----:- 1.5x4 II 7 8 MT2OHS= 4I K `o u' 3x4 i B P 4, m A I 'A N n ■12■ o i 3x8 II 0 N M L 1.5x4 I I 4x9 = 4x4= 1.5x4 II I 5-6-12 I 11-7-8 I 17-8-4 1 19-10-8 1 5-6-12 6-0-12 6-0-12 2-2-4 Plate Offsets(X.Y)— [A:0-3-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.06 N-O >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.28 Vert(CT) -0.14 N-O >999 180 MT2OHS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.68 Horz(CT) 0.04 L n/a n/a BCLL 0.0 * Code IRC2015/TP12014 BCDL 10.0 (Matrix) Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G end verticals,and 2-0-0 oc purlins(6-0-0 max.):C-I,E-H. WEBS 2X4 DF Std G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: G-J:2X4 DF No.2 G 6-0-0 oc bracing:L-M. SLIDER Left 2x4 DF Std-G 3-1-4 JOINTS 1 Brace at Jt(s):G,D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) A=839/Mechanical,L=839/Mechanical Max Horz A=160(LC 13) Max UpliftA=-140(LC 14),L=-132(LC 14) Max Gray A=1239(LC 31),L=1222(LC 31) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-1968/363,B-P=-1839/372,C-P=-1823/381,C-E=-641/151,C-D=-1030/303, D-G=-1025/299,G-1=1187/369,J-Q=-369/106,Q-R=-502/89,I-R=-544/88,1-K=-874/209, K-L=-1218/227,E-S=-481/207,H-S=-481/207 BOT CHORD A-0=-352/1615,N-0=-355/1610,M-N=-186/845 WEBS I-N=-156/758,I-M=-793/230,K-M=-228/1200 NOTES- P R 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft;Cat.II; ���D OFFcS' Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 10-0-7,Exterior(2)9-8-8 to 11-10-12, Co NGI NEL-- 6% Interior(1)16-1-11 to 19-8-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& �- R 2 MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4-44 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 ' :9200 P E 9r. 3)Unbalanced snow loads have been considered for this design. 4)Provide adequate drainage to prevent water ponding. 5)All plates are MT20 plates unless otherwise indicated. 411°•ailliP- 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 c- 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 y OREGON ' fit between the bottom chord and any other members. Z, 2j N�M1� 8)A plate rating reduction of 20%has been applied for the green lumber members. /Q '41)' 1 4 2C PT- 9)Refer to girder(s)for truss to truss connections. A Q� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=140, FR R U - L=132. 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. EXPI RES: 12/31/2017 January 10,2017 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10103/2015 BEFORE USE. lilt 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 Mirek' 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 ANSIVTPI1 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 K2742730 LHL_HOMES_1144 H4 CAL HIP 4 1 Job Reference(optional) Arid Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:33 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-DKyA8S I Iv_c4QVntxVYTgiAz4ZjhP7HVTgCvlAzx?nu I 5-6-12 I 9-8-8 10-017 11-7-8 1 17-2-9 1'-81 19-10-8 1 5-6-12 4-1-12 0415 1-7-1 5-7-1 0-5-11 2-2-4 4x4= Scale=1:40.6 D 6.00 12 M N L 0 3x4 i! P 3x4 C E i 3x4 • F 3x4 B K v 3x4 N �I H 3x6 11 H G 1.5x4 II 3x8= 3x4 = 1.5x4 II I 5-6-12 I 11-7-8 _--_---.._ _. I 17-8-4 -_j--19-10-8 5-6-12 6-0-12 6-0-12 2-2-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.03 I-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.24 Vert(CT) -0.10 I-J >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.03 G n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 BCDL 10.0 (Matrix) Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except BOT CHORD 2X4 DF No.1&Btr G end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: ' SLIDER Left 2x4 DF Std-G 3-1-4 6-0-0 oc bracing:G-H. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=829/Mechanical,G=829/Mechanical Max Horz A=168(LC 13) Max UpliftA=-128(LC 14),G=-130(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-B=-1303/297,B-K=-1230/304,C-K=-1163/315,C-L=-826/250,L-M=-738/260, D-M=-728/271,D-N=-738/260,N-0=-761/246,O-P=-776/244,E-P=-828/239,E-F=-583/176, F-G=-824/219 BOT CHORD A-J=326/1072,I-J=-326/1072,H-I=-170/531 WEBS C-I=-499/188,D-I=-35/340,E-H=-490/225,F-H=-214/788 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;8=458;L=24ft;eave=4ft;Cat.II; Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 11-7-8,Exterior(2)11-7-8 to 15-10-7 zone; cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; p R OF s Lumber DOL=1.60 plate grip DOL=1.60 (s),..;..0 F 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 NG,(N E . ci 3)Unbalanced snow loads have been considered for this design. ' R4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. -95)*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 will89200 P E ft between the bottom chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. / /�, 7)Refer to girder(s)for truss to truss connections. — . 4� - 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)A=128, G=130. �7 OREGON 4� 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. G 4 <O qy 14,2-°\,..1._‘>'# ' RRIO- EXPIRES: 12/31/2017 January 10,2017 I • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 111' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the �Y� 1 Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K2742731 LHL_HOMES_1144 H5 HOWE 2 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:33 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-DKyA8SlIv_c4QVntxVYTgiA_pZkXP9pVTgCvlAzx?nu 5-8-0 I 11-2-4 16-8-8 1 19-10-8 1 5-8-0 5-6-4 5-6-4 3-2-0 4x4 = Scale=1:50.3 C n 6.00 12 L M N 3x4 i 3x4 B D i q \ 3x4 K E 4x4 A 'i n 0 r r' I 'I J I H G F 2.5x4 II 3x4= 3x8 = 3x4 = 1.5x4 II I 5-8-0 I 11-2-4 I 16-8-8 1 19-10-8 1 5-8-0 5-6-4 5-6-4 3-2-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 I-J >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.19 Vert(CT) -0.07 I-J >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.31 Horz(CT) 0.01 F n/a n/a BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Weight:122 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, except BOT CHORD 2X4 DF No.1&Btr G end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) J=823/Mechanical,F=823/Mechanical Max Horz J=224(LC 13) Max UpliftJ=-126(LC 14),F=-129(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD A-K=-825/198,B-K=-739/211,B-L=-665/237,C-L=-577/255,C-M=-577/236,M-N=-589/224, D-N=-661/222,D-E=-506/178,A-J=-771/240,E-F=-801/231 BOT CHORD H-1=-249/677,G-H=-160/440 WEBS C-H=-48/263,D-G=-440/207,B-H=-259/130,A-I=-143/699,E-G=-184/688 NOTES- 1)Wind:ASCE 7-10;Vuft=140mph(3-second gust)Vasd=111mph;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)3-10-12 to 6-10-12,Interior(1)6-10-12 to 14-11-4,Exterior(2)14-11-4 to 17-11-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� Ep PROF -0 3)Unbalanced snow loads have been considered for this design. Q. F 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. NCj)N EF 2 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 will R fit between the bottom chord and any other members. -9 6)A plate rating reduction of 20%has been applied for the green lumber members. Q 89200 P E 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)except(jt=lb)J=126, F=129. / am 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q OREGON �-y � � �G7O 9y 0N 14,Z Q+ MFR R I L\— el EXPIRES: 12/31/2017 January 10,2017 I 1 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Nit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 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/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 K2742732 LHL_HOMES_1144 JACK1 JACK 47 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:34 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-hW WYLoJwgHkx2fM3UC3iMvi6uz278gtfhUxTgczx?nt -2-0-0 6-0-0 8-4-13 2-0-0 6-0-0 2-4-13 Scale=1:30.1 6.00 12 I ►� co 4 V B ,,00.11°."111111111.11.1111 ° o A F E 3x8 I I 6-0-0 6-0-0 LOADING(psfj SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -0.04 E-F >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.14 E-F >485 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 D n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Weight:24 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, except BOT CHORD 2X4 DF No.2 G end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings Mechanical except(jt=length)F=0-5-8,E=Mechanical,C=0-3-0. (Ib)- Max Horz F=206(LC 14) Max Uplift All uplift 100 lb or less at joint(s)D,F except C=-120(LC 14) Max Gray All reactions 250 lb or less at joint(s)D,E except F=414(LC 19),C=282(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-F=-361/238 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)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 8-4-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. �D P R°F s 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q. F non-concurrent with other live loads. �\c ' NG j N E . 6,> 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. R 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 -9 fit between the bottom chord and any other members. t :9200P E 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. ` - j� 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)D,F except(jt=lb) C=120. y OREGON lv 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)C. /� '74). ,�� 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 70 14,20 MFRRlL\- EXPIRES: 12/31/2017 January 10,2017 t ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 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 K2742733 LHL_HOMES_1144 JACK2 JACK 1 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:34 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-hW WYLoJwgHkx2fM3UC3iMvi9jz568gtfhUxTgczx?nt -2-0-0 2-0-7 4-0-0 2-0-0 2-0-7 1-11-9 Scale=1:12.3 C F 6.00 12 B or Io A OA 441 E 3x8 II 4-0-0 4-0-0 Plate Offsets(X.Y)- [E:0-4-8.0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 D-E >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.10 Vert(CT) -0.02 D-E >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 C n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 BCDL 10.0 (Matrix) Weight:12 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2X4 DF No.2 G end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) E=301/0-5-8,C=4/Mechanical,D=25/Mechanical Max Horz E=99(LC 14) Max UpliftE=-125(LC 14),C=-39(LC 18) Max Gray E=302(LC 19),C=19(LC 5),D=65(LC 5) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-E=-252/260 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)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 1-11-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. _ 0D PROF t5' 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q� F non-concurrent with other live loads. ��� NG I N,�F 0j02 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 89200 P E 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Refer to girder(s)for truss to truss connections. 9)Refer to girder(s)for truss to truss connections. -44111601111. ��'; 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C except(jt=lb) E=125. T7 OREGON !v, 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. G ALJdc i0 }' 14,2p P+ MFRR10_ 6 EXPIRES: 12/31/2017 January 10,2017 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 M Trek' 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 I Job Truss Truss Type Qty Ply K2742734 LHL_HOMES_1144 JACK3 JACK 4 1 Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:35 2017 Page 1 I D:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-9i4wY8KYRbsogoxG2vbxv7FKWNQEt77ow8h0M2zx?ns I -2-0-0 I 3-0-7 I 5-0-0 I 2-0-0 3-0-7 1-11-9 Scale=1:14.9 C 6.00 12 G 0 F N B i PPId II HM OM A D PIA E 3x8 II I 5-0-0 I 5-0-0 Plate Offsets(X.Y)-- [E:0-4-8.0-1-81 LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.02 D-E >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.17 Vert(CT) -0.06 D-E >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 C n/a n/a BCDL 10.0 Code IRC2015/TP12014 (Matrix) Weight:15 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2X4 DF No.2 G end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) E=320/0-5-8,C=57/Mechanical,D=37/Mechanical Max Horz E=116(LC 14) Max UpliftE=-111(LC 14),C=-20(LC 11) Max Gray E=324(LC 19),C=67(LC 19),D=83(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-E=-265/246 NOTES- 1)Wind:ASCE 7-10;VuIt=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)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 2-11-11 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. p P R 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Q� FF 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. ,-,,N -< 'a7. -' [N E'=9 s�r�2 6)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '4../ -Y-- fit vfit between the bottom chord and any other members. Q 89200 P E r" 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. i /� 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)C except(jt=lb) Q • Q E=111. �, A_OREGON !v 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. G ", \b A. /O -9 - 14,2° P+ MFR R 11-x- e' EXPIRES: 12/31/2017 January 10,2017 I 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. NI Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see 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 K2742735 LHL_HOMES_1144 SJACK1 JACK 19 1 Job Reference(optional) Arid Truss Co.,Inc, Vancouver,WA 7.640 s Sep 29 2015 MiTek Industries,Inc. Mon Jan 09 17:23:35 2017 Page 1 ID:bLoKYGXr6vtWAuJjRoNyF4zx3Lc-9i4wY8KYRbsogoxG2vbxv7FJ WNRAt77ow8h0M2zx?ns I -2-0-0 I 2-0-0 1 2-11-13 2-0-0 2-0-0 0-11-13 Scale=1:15.0 C 11 Io 6.00 171T H G '''A rh N N B o Pli r o F1.111Mii A ►/ E D 3x8 II 1 2-0-0 I 2-0-0 LOADING(psf) TCLL 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP (Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.37 Vert(LL) 0.00 D-E >999 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.11 Vert(CT) 0.00 D-E >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 C n/a n/a BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2X4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except BOT CHORD 2X4 DF No.2 G end verticals. WEBS 2X4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) C=50/Mechanical,E=305/0-5-8,D=-3/Mechanical Max Horz E=86(LC 14) Max UpliftC=-24(LC 11),E=-131(LC 14),D=-14(LC 18) Max Gray C=59(LC 19),E=308(LC 19),D=30(LC 5) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD B-E=-269/239 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)-2-0-0 to 1-0-0,Interior(1)1-0-0 to 2-11-1 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs C\-.),0 P R OFFS 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. 5� GINE s/ 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 �\ �N F9 02 fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. �' 89200PE 9t' 8)Refer to girder(s)for truss to truss connections. 9)Refer to girder(s)for truss to truss connections. i /� 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)C,D except(jt=lb) - , E=131. Q 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. -yG OREGON �� /O qy 14,2°. P4 4/1FRRIL- 6 EXPIRES: 12/31/2017 January 10,2017 t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. ml;^ 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I (Drawings not to scale) Damage or Personal Injury ram Dimensions are in ft-in-sixteenths. 11Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS (0 �� 2. Truss bracing must be designed by an engineer.For 16 4 wide truss spacing,individual lateral braces themselves p may require brmaterialsacing,orinadealternative Tor I - p stacbracking should be on considered. = 3. Never exceed the design loading shown and never O ®� d inadequately trusses. 111.41110r O O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c5.6 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. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIITPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that �! Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. •e".- 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 ® number where bearings occur. 17.Install and load vertically unless indicated otherwise. 1 Min size shown is for crushing only. 1,x, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TP11: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. x and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with r,i�Te k 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