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Plans (22) oUC>SZj mow APR 9 2015 rvlilekg' Cfr,t'oc, . oko J ;' i •, MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: LNL-TIRUVALLUR RES 2 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Ariel Truss Co.. Pages or sheets covered by this seal: K1203865 thru K1203874 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. PROp619 0NG1NFFg 4114 89782PE �r 9 OREGON O^h ek V15 . CRY 1 2 s.t((,� PAUL "a4 April 1,2015 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. LHL HOMES 23-00-00 SPAN TIRUVALLUR ADDITION g y 12-00-00 13882 SW ALPINE VIEW CT. SPAN TIGARD, OR CANT 3-0 CANT 3-0 B3 >, CANT 1-0 CANT 1-0 B2 A7 131 - 4/12 PITCH zec 2-0 O.H. 25# SNOW LOAD A - O iad Z. STICK FRAME BY OTHERS 2 � STU3 0-7-2 ARIEL TRUSS CO INC. (360) 574-7333 - DRAWN BY: KEVIN LENDE o ' • Job Truss Truss Type Qty Ply K1203865 LHL-TIRUVALLUR_RES_2 Al Common 2 1 i Job Reference(optional) Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr01 14:55:41 2015 Page 1 ID:LbFCnMBBLSisIgmsraJb9zV23c-dvSD7GXRIDtgAC_vlNOxolt?L2fCnogHkzP42hzV 1 sm I -2-4-0 1 6-2-3 _ 11-6-0 + 16-9-14 22-5-0 —I 2-4-0 6-2-3 5-3-14 5-3-13 5-7-3 Scale=141.9 5x6 MT2OHS= 4 4.0012 ii 12 13 2.5x4\• 11 2.554// 3 5 14 af/Amilimmili...,V 2 10 6 4 1 Mi. yc6 6 Pt EN 9 8 7 404= 4x4= 4x4= 4x4= 4x4= I 7-11-7 I 15-0-9 22-5-0 I 7-11-7 7-1-2 7-4-7 Plate Offsets(X.)-- [2:0-3-6.Edge] TOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP CLL(Roof Snow=25.0) Plates Increase 1.15 TC 0.21 Vert(LL) -0.08 2-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.27 2-9 >980 180 MT2OHS 165/146 BCLL 0.0 * Rep Stress Incr YES WB 0.25 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:107 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-3-9 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 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=920/Mechanical,2=1103/0-5-8 (min.0-1-8) Max Horz 2=60(LC 13) Max Uplift6=-138(LC 14),2=-259(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-2029/438,3-10=-2019/454,3-11=-1779/382,11-12=-1729/387,4-12=-1723/395, 4-13=-1709/412,5-13=-1766/399,5-14=-1932/468,6-14=-1990/458 BOT CHORD 2-9=-378/1844,8-9=-219/1295,7-8=-219/1295,6-7=-382/1816 WEBS 4-7=-61/572,5-7=-374/182,4-9=-52/559,3-9=-360/182 NOTES- 1)Wild:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 11-6-0,EMerior(2)11-6-0 to 14-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 to PROre 3)Unbalanced snow loads have been considered for this design. Y Ss© 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 \�J ��NEF � non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. w7�2 E '�< 6)This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)A plate rating reduction of 20%has been applied for the green lumber members. lOr all 9)Refer to girder(s)for truss to truss connections. v 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 lb uplift at joint 6 and 259 lb uplift at s "Y2 REG�� 0~ tZ- joint 2. 11;9,4�AFlY 15 t 11)This truss ANSI/TPI designed , ��in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced 'i c` sta12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 April 1,2015 4 4 A WARNING-Verify dedgn parameters and READ NOTES ON THIS AND INCLUDED MITES REFERANCE PAGE 891-7473 rev.02/16/2015 BEFORE USE. MN Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applcab-4ty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTek* is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiT * erector-Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding (B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPii Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle - Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1203866 LHL-T1RUVALLUR_RES_2 A2 Roof Special 2 1 Job Reference(optional) • Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 01 14:5542 2015 Page 1 tD:LbFCnMB8LSIsl_gmsraJb9zV23c-550cLbX3W W?XnMZ6J4XALyP1 DSutWA2Qzd9da7zV 1 sl i -2-4-0 � 4-5-8 l 11-6-0 I 18-6-8 I 22-1-11 241:3r 44�-0 2-4-0 4-5-8 7-0-8 7-0-8 3-7-3 0-3-5 Scale=1142.6 II 5x8= 5 4.00 12 ser 17 16 5x12 MT20HS 15 5x12 MT20HS 7x14 MT20HS= 18 7x14 MT20HS= 4 6 3 6a f i 19 7 2 t4 ' r2 ® 10�� 8 II I e w ld I ,� ' ��� 11 �7 `' CAI 4x4= 13 9 4x4= 4x6= 4x6= I 4-5-8 I 11-6-0 I 18-6-8 I 22-5-0 I 4-5-8 7-0-8 7-0-8 3-108 Plate Offsets(X.Y)-- [2:0-3-6.Edge].[3:0-2-8.0-2-8].[4:0-6-12.0-5-121.[6:0-6-12.0-5-121.[7:0-2-12.0-2-8] LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.36 11-12 >728 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.93 11-12 >286 180 MT20HS 165/146 TCDL 7.0 BCLL 0.0 * Rep Stress!nor YES WB 0.56 Horz(TL) 0.51 8 n/a n/a BCDL 10,0 Code IRC2012/TPI2007 (Matrix) Weight:119 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr C*Except* BOT CHORD Rigid ceiling directly applied or 7-5-15 oc bracing. 4-13,6-9:2x4 DF No.2 G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G"Except` MiTek recommends that Stabilizers and required cross bracing 3-12,7-10:2x4 DF No.2 G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=920/Mechanical,2=1103/0-5-8 (min.0-1-8) Max Horz 2=60(LC 13) Max Uplift8=-138(LC 14),2=-259(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-1914/377,3-14=-1857/384,3-4=-3690/791,4-15=-2049/420,15-16=-2005/420, 5-16=-1978/431,5-17=-1980/442,17-18=-2025/430,6-18=-2050/428,6-19=-3528/807, 7-19=-3551/805,7-8=-1859/441 BOT CHORD 2-13=-313/1699,12-13=-149/1012,4-12=-72/885,11-12=-801/3952,10-11=-789/3662, 9-10=-186/970,6-10=-110/851,8-9=-362/1630 WEBS 5-11=0/553,6-11=-2129/494,4-11=-2143/498,3-12=-603/2939,3-13=-1584/281, 7-10=-588/2808,7-9=-1508/335 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; at0 PRQFst Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 11-6-0,Exterior(2)11-6-0 to 14-6-0 �� 0-61 4 INS • io�9 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; •9 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 it' 89782 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. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other rive bads. -7 OREGCNr! ti 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 $ +4, (1Q „, fit between the bottom chord and any other members. 'T 4y As 8)A plate rating reduction of 20%has been applied for the green lumber members. 4- 9)Refer to girder(s)for truss to truss connections. A U t.. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 138 lb uplift at joint 8 and 259 lb uplift at joint 2. 11)This truss is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and R802.10.2 and referenced EXPIRES: 12/31/2016 standard ANSUTPI 1. April 1,2015 daaksgitiiiiistjactbreaks including heels”Member end fixity model was used in the analysis and design of this truss. / r ®WARNING-Verify design parameters and READ NOTES ON TMS AND INCLUDED NITER REFERANCE PAGE X7473 rev.02/11/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual butdng component, lilt Applcabifity of design parameters and proper incorporation of component is responsibtly of building designer-not truss designer.Bracing shown � is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek- fabrication, S�f,^ erector.Additional permanent bracing of the overall stnrcture is the responsibility of the building designer.For general guidance regarding Mi! R fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TM Meaty Gloria,085-89 and SCSI Building Component 250 Klug Circle Safely Informalon available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply LHL-TIRUVALLUR_RES_2 A2 Roof Special 2 1 K1203888 Job Reference tgptionall Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr01 14:55:42 2015 Page 2 IDibFCnM68LStsl_gmsraJb9zV23c-55OcLbX3W W?XnMZ6J4XALyP1 DSutWA2Qzd9da7zVl s1 N WARNING-Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 610-7473 rev.01/16/2013 BEFORE USE. +- . Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. I Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MZek. erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type City Ply K1203867 LHL-TIRUVALLUR_RES_2 A3 Roof Special 2 1 Job Reference(ootional) • Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 20t4 MiTek Industries,Inc.Wed Apr 01 14:55:43 2015 Page 1 ID.LbFCr1MB8LSlsl_gmsraJb9zV23c-ZHZ YxYhHg7OPV81sn3P[AyGPsDeFb5aCHu86ZzV1sk � -2-4-0 I 45-8 I 115 0 18-6-8 23-0 0 ._____H2-4-0 4-5-8 7-0-8 7-0-8 4-5-8 Scale=1:43.2 558= 5 4.00 FIT P.\ 5x12 MT20HS s'-'" 16 �sr 17 15 7x14 MT2OHS= 18 7x14 MT20HS= 4 6 5x12 MT2OHS 3 ISZI 1--71 IRI 719 2 14 '2N_1 12 -Fp - ,1 INI--; �: 5x8= .. 4x4= 13 4x6= 4x4= 4x6= 4-5-8 11-6-0 I 18-6-823-0-0 4-5-8 7-0-8 7-0-8 4-5-8 Plat- •ffsets .Y-- •I-3-6 E..- 3:0- -4 0-2-0.14:0-6-80-5-121.16:0-6-8.0-5-12].17:0-2-4.0-2-81,j8.0-3-6 Edge] TCLL OADING(Psf) 250 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.56 Vert(LL) -0.38 10-11 >718 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -0.95 10-11 >285 180 MT2OHS 165/146 BCLL 0.0 * Rep Stress'nor YES WB 0.58 Horz(TL) 0.52 8 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:121 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF SS G TOP CHORD Structural wood sheathing directly applied or 3-9-7 oc purlins. BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 4-13,6-9:2x4 DF No.2 G WEBS 1 Row at midpt 6-11,4-11 WEBS 2x4 DF Std G*Except* MiTek recommends that Stabilizers and required cross bracing 3-12,7-10:2x4 DF No.2 G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=937/0-5-8 (min.0-1-8),2=1120/0-5-8 (min.0-1-8) Max Horz 2=60(LC 13) Max Uplift8=-140(LC 14),2=-262(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-14=-1939/381,3-14=-1882/389,3-4=-3670/791,4-15=-2131/436,15-16=-2089/436, 5-16=-2060/447,5-17=-2058/457,17-18=-2104/445,6-18=-2128/444,6-19=-3787/857, 7-19=-3810/854,7-8=-2098/493 BOT CHORD 2-13=-319/1719,12-13=-156/1042,4-12=-79/917,11-12=-781/3860,10-11=-820/4033, 9-10=-229/1168,6-10=-151/1037,8-9=-422/1902 WEBS 5-11=0/550,6-11=-2218/507,4-11=-1980/459,3-13=-1633/293,7-9=-1830/411, 3-12=-605/2921,7-10=-631/3008 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; �G t�} pROpe t Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 11-6-0,Exterior(2)11-6-0 to 14-6-0 ` t zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 C.CJ '�C? �`' /o 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4 7$ 2PE r. 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live toad of 16.0 psf or 1.00 limes flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. V 6)This truss has been designed for a 10.0 psf bottom chord live load nanconcurrent with any other live loads. ��} 'Q OREGON 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '4* i i`y Q` fit between the bottom chord and any other members. '3 '4fi - �Q` 8)A plate rating reduction of 20%has been applied for the green lumber members. T` 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 140 lb uplift at joint 8 and 262 lb uplift at '! PAUL,, R`J joint 2. 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPl 1. EXPIRES: 12/31/2016 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. April 1,2015 4 I A WARNING-Varfp design parameters and READ NOTES ON TINS AND INCLUDED MITEIf REFERANCEPAGE BVI-7473 rev.OW6/2015 BEFORE USE. Design valid for use oily with Mftek connectors.This design 8 based only upon parameters shown and B for an etdvidud bese component. Applicabifdy of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during constructions the resporssibiBBy of the !8.'i�� . erector.Additional permanent bracing of the overall structure is the responsbfity of the bulking designer.For general guidance regarcsng IVF fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Geode,D58-89 and SCSI Building Component 250 pug Circle Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1203868 LHL-TIRUVALLUR_RES_2 A4 Common 1 1 Job Reference(optional) • Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc. Wed Apr 01 14:55:44 2015 Page 1 ID1bFCnMB8LSIsl_gmsraJb9zV23c-1 U7MmHZK27FF1 fjUQVaeQNVW9Ghj_7wjQxekfgzV1 sj ( -2-4-0 1 6-2-3 11-6-0 j 16-9-14 ( _ 23-0-0 j 2-4-0 6-2-3 5-3-14 5-3-13 6-2-3 Scale=1:42.4 5x6 MT20HS= 4 4.00 12 F. 12 13 2.5x4 � 11 3 2-5x4// LI se/ Li 14 a� 2 10 6 v a 1:i s 8 7 4x4= 4x4= 4x4= 4x4= 4x4= I 7-11-7 I 15-0-9 I 23-0-0 7-11-7 7-1-2 7-11-7 Plate Offsets(X.Y)-- 12:0-3-6.Edge].16:0-3-6.Edge] TCLL LOADING(psf) 25 0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.24 Vert(LL) -0.09 6-7 >999 240 MT20 220/195 TCDL 7_0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.29 6-7 >935 180 MT2OHS 165/146 BCLL 0.0 * Rep Stress Ina YES WB 0.28 Horz(TL) 0.07 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:109 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins. ' BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=937/0-5-8 (min.0-1-8),2=1120/0-5-8 (min.0-1-8) Max Horz 2=60(LC 13) Max Uplift6=-140(LC 14),2=-262(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-2078/448,3-10=-2068/464,3-11=-1829/392,11-12=-1778/397,4-12=-1773/405, 4-13=-1812/431,5-13=-1871/418,5-14=-2072/495,6-14=-2126/486 BOT CHORD 2-9=-389/1890,8-9=-229/1345,7-8=-229/1345,6-7=-412/1959 WEBS 4-7=-73/643,5-7=-439/199,4-9=-53/559,3-9=-362/182 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=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)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 11-6-0,Exterior(2)11-6-0 to 14-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4c(} PR OPF�' 3)Unbalanced snow loads have been considered for this design. .(C tr 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 �s �l n L_ '7 �(� non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. �� $978 PE 'fir 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ,;e2,;e2.1t 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 140 lb uplift at joint 6 and 262 lb uplift at V �� joint 2- 1. ^Q OREGON o 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced T, (de "S 15 J��Q standard ANSIITPI 1. V 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. PAUL R` EXPIRES: 12131/2016 April 1,2015 r A WARNING-Vedfy design paemelas and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE BNF7I73 rev.02/16/2035 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYE fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and BCSI Building Component Safely Informailon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 250 Klug Circle Corona,CA 92880 Job Truss Truss Type Qty Ply K1203869 LHL-TIRUVALLUR_RES_2 A5 Roof Special 3 1 Job Reference(optional) - Ariel Truss Co.,Inc, Vancouver,WA 7530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 01 14:55:45 2015 Page 1 la LbFCnMBBLSIsl_grnsratb9zV23c-VghkzdayoRO6eplg_C5tza1 ZxfwdjPLttbNIBSzV1 si 1 -2-4-0 1 4-5-8 I 10-5-8 _ 111-6-01 16-9-14 I 23-0-0 I 2-4-0 4-5-8 6-0-0 1-0-8 5-3-13 6-2-3 Scale=1:43.2 5x12 MT2OHS II 4x4 II 5 6 4.00 12 18 17 5x12 MT2OHS 4x4 7x14 M 2OHS= 16 7 4 v 3 �4 ' 19 m _iii v 2 15 �!'� 13 12 .' 8 p o � / 9x14 M18SHS= r � j, 1•1 o �t ►� o 4x4= 14 11 10 9 4x4= 4x6= 1.5x4 II 1.5x4 II 5x8= 4-5-8 10-5-8 1115-01 16-9-14 I 23-0-0 4-5-8 6-0-0 1-0-8 5-3-13 6-2-3 Plate Offsets(X.Y)-- [2:0-3-6.Edge],t3:0-2-4.0-2-8],14:0-6-8.0-5-12].[8:0-3-6.Edge].[10:0-2-8.0-2-4].[12:0-6-0.0-2-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.30 12-13 >907 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.77 12-13 >349 180 MT20 165/146 TCDL 7.0 BCLL 0.0 * Rep Stress Incr YES WB 0.98 Horz(TL) 0.31 8 n/a n/a M18SHS 220/195 BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:126 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-0-6 oc purlins. - BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-14:2x4 DF No.2 G,5-11:2x4 DF Std G 7-7-9 oc bracing:12-13 WEBS 2x4 DF Std G*Except* 6-0-0 oc bracing:11-12. 3-13:2x4 DF No.2 G WEBS 1 Row at midpt 4-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 8=937/0-5-8 (min.0-1-8),2=1120/0-5-8 (min.0-1-8) Max Horz 2=60(LC 13) Max Uplift8=-140(LC 14),2=-262(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-1962/387,3-15=-1905/395,3-4=-3737/782,4-16=-2290/492,16-17=-2238/494, 5-17=-2179/503,5-6=-2273/575,6-18=-1464/374,7-18=-1519/361,7-19=-2084/466, 8-19=-2137/456 BOT CHORD 2-14=-326/1744,13-14=-162/1050,4-13=-88/932,12-13=-774/3995,5-12=-786/277, 9-10=-384/1967,8-9=-384/1967 WEBS 3-13=-596/2977,3-14=-1647/304,6-12=-480/2212,10-12=-241/1801,6-10=-893/150, 7-10=-732/176,4-12=-1829/388 f NOTES- '``i � rF�S�i 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=4ft; \� '. c,jA Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 11-6-0,Exterior(2)11-6-0 to 14-6-0 ,� �l`Y, zone;cantilever left and right exposed;end vertical left and right exosed;C-C for members and forces&MWFRS for reactions shown; :9782 PS Lumber SCE 7-1 ;plate grip DOL t roof TCLL:ASCE 7-10;Pf=25.0 psi(flat roof snaw);Category,II;Exp B;Partially Exp.;Ct=1.1 v? � 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 to non-concurrent with other live loads. .5)All plates are MT20 plates unless otherwise indicated. �.vq+s OREGON ( 6)This truss has been designed for a 10.0 psf bottom chord live load nonconc 'urrent with any other live loads. I � ©4FRY A 6 ! 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 �`.4 fit between the bottom chord and any other members. A U L 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 140 lb uplift at joint 8 and 262 lb uplift at joint 2. EXPIRES: 12/31/2016 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced April 1,2015 contsigaiEtsci MIN4P11. i 1 0 WARNING-Verify design parameters and READ NOTES ON TONS AND INCLUDED MITER REFERANCE PAGE IW1473 rev.02/1612015 BEFORE USE. Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for on individual budding component. Id* Applicability of design parameters and proper incorporation of component is responsdudily of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabitly curing construction is the resporsrbittly of the ®��f,, erector.Additional permanent bracing of the overall structure is the responsibility of the bu ting designer.Far general guidance regarding Mi ICTR* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TIMI Quality CrBeda,OSS-89 and 6CSi Building Component 250 pug Circle s. Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1203069 LHL-TIRUVALLUR_RES_2 A5 Roof Special 3 1 Job Reference Cootional) Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 01 14:55:45 2015 Page 2 ID:LbFCnMB8LSIsl_gmsraJb9zV23c-VghkzdayoRO6eplg_C5tza1 ZxfwdjPLtfbNIBSzV 1 si NOTES- 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 1 A 0 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev-02116/2015 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. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the `� erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding MiTek. fabrication,quality control storage,delivery,erection and bracing,consult ANSI/1911 Qualify Criteria,DSB-69 and BCSI Butldlnd Component 250 Klug Circle Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type City Ply LHL-TIRUVALLUR_RES_2 A6 ROOF SPECIAL 2 1 K7203870 Job Reference(optional) - Anel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 01 14:55:45 2015 Page 1 ID:LbFCnMB8LSlst_gmsraJb9zV23c-VghkzdayoR06epig_C5tza1 ZSrwojPAtfbNIBSzV1 si 1 -2-4-0 1 4-5-8 1 10-5-8 111-6-0� 16 -9-14 I 23-0-0 1 25-4 -0 1 2-4-0 4-5-8 6-0-0 1-0-8 5-3-13 6-2-2 2-4-0 Scale=1:46.2 5x12 MT2OHS II 4x4 II 5 6 4.00 12 5x12 MT2OHS% 18 19 L 4x4 7x14 MT2OHS= 17 7 4 4 3 ' 2 16 "..-144... 1 14 13 � 208 0 =en �� 10x16 MT2OHS= •• r �- 0 y o I� tit 4x4= 15 12 11 10 4x4= 4x6= 1.5x4 II 1.5x4 II 5x8= 1 4-5-8 1 10-5-8 1118-01 16-9-14 1 23-0-0 1 4-5-8 6-0-0 1-0-8 5-3-13 6-2-2 Plate Offsets()C,Y)-- [2:0-3-6.Edge],[3:0-2-8.0-2-81.14:0-6-12.0-5-121.[8:0-3-6.Edgej.[11:0-2-8.0-2-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.29 13-14 >924 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.87 Vert(TL) -0.77 13-14 >353 180 MT2OHS 165/146 TCDL 7.0 BCLL 0.0 Rep Stress'nor YES WB 0.99 Horz(TL) 0.31 8 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:131 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purtins. • BOT CHORD 2x4 DF No.1&Btr G*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-15:2x4 DF No.2 G,5-12:2x4 DF Std G 8-6-8 oc bracing:13-14 WEBS 2x4 DF Std G*Except* 6-0-0 oc bracing:12-13. 3-14:2x4 DF No.2 G WEBS 1 Row at midpt 4-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1111/0-5-8 (min.0-1-8),8=1111/0-5-8 (min.0-1-8) Max Horz 2=-56(LC 12) Max Uplift2=-255(LC 14),8=-255(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-16=-1939/353,3-16=-1881/360,3-4=-3690/673,4-17=-2250/415,17-18=-2215/416, 5-18=-2140/427,5-6=-2231/494,6-19=-1438/328,7-19=-1489/320,7-20=-2052/393, 8-20=-2062/375 BOT CHORD 2-15=-255/1722,14-15=-119/1038,4-14=-52/922,13-14=-617/3945,5-13=-828/254, 10-11=-303/1872,8-10=-303/1872 WEBS 3-14=-474/2939,3-15=-1626/234,6-13=-375/2236,11-13=-175/1770,6-11=-897/120, 7-11=-657/148,4-13=-1896/346 ca PR Ox eo NOTES- 4s�G u.o 1)Wind:ASCE 7-10;Vuh Co=140mph(3-second gust)V(IRC2012)=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;B=45ft;L=24ft;eave=4ft; \ `i``_GlN u Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 11-6-0,Exterior(2)11-6-0 to 14-6-0 �� /p 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 782PE ' 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. J j 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 I/ 40 non-concurrent with other live loads. 'Q OREGON N. 5)All plates are MT20 plates unless otherwise indicated. P ilii (4 13.* 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five toads. 'Q q ' �J `C 7)*This truss has been designed for a five load of 20.0psf an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will i `r fit between the bottom chord and any other members. pq PAUL ` 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 255 lb uplift at joint 2 and 255 lb uplift at joint 8. EXPIRES: 12/31/2016 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced April 1,2015 Con€ / PI 1. 4 it AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE ABI-7471 rev.0266s2015 BEFORE USE Design valid for use only with Mitek connectors.This designs based only upon parameters shown,and is for an i ncIvtduol building component. 111111. Applicability of design parameters and proper incorporation of component is responsibility of budding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabaty during construction is the responsibility of the ;f®!`•R erector.Additional permanent bracing of the overaN structure is the responsibtity of the budding designer.For general guidance regarding I l fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 QuaMy Cdteda,DS6$9 and SCSI Dud Sng Component 250 Klug Circle Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1203870 LHL-1IRUVALLUR_RES_2 A6 ROOF SPECIAL 2 1 Job Reference(optional) • Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 01 14:55:45 2015 Page 2 ID:LbFCnMBBLSIsI_gmsreJb9zV23c-VghkzdayoR06eplg_C5tza1 ZSfwojPAtfbNIBSzV1 si NOTES- 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED IN/TEN REFERANCE PAGE 1411.7473 rev.02/06/2075 BEFORE USE. Design valid for use only with M7ek connectors.this design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 6 for lateral support of individual web members only.Additional temporary bracing to insure stability during construction's the responsibility of the B!."�®�. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1911 Qualify Criteria,DSB-89 and SCSI lending Component 250 Klug Circle Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1203871 LHL-TIRUVALLUR_RES_2 A7 GABLE 1 1 Job Reference(oottonal) t. Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 01 14:55:46 2015 Page 1 ID:LbFCnMB8LSIs1 gmsraJb9zV23c-_sF6BzaaZlWzGzstYwc6VoarC3ReS400uE7rjuzVlsh 1 -2-4-0 1 6-2-3 I 11-6-0 I 16-9-14 I 23-0-0 I 25-4-0 � 2-4-0 .6-2-3 5-3-14 5-3-14 6-2-3 2-4-0 Scale=1:45.5 5x6 MT2OHS= 2.5x4 I I 4 2.5x4 II 2.5x4 II 4.00 12 ��1114141111111.5:4 II .�. 9 27 :11111111°1111-- 5411.4.111 4x4 28 4x4 2.5x4 II 3 S 2.5x4 II II . .,.siii v 2 ,I 306 ' . IC_ [.oxo it `• �..�.��`• i 7 I:4- . �.���:�• 11 ,:o. ���������������A���� 4x4= 3x12 MT2OHS= 10 3x12 MT2OHS= 4x4= 13 12 4x4= 3x8 MT2OHS= 9 8 I 5-10-4 6T2-13 1 6-0 112 23-0-0 5-10-4 0-3-5 5-3-14 I 16-9-14 5-3-14 0-3114 5 -10-4 1 Plate Offsets(X.Y)-- [14:0-0-6.0-0-151,j15:0-2-09-0-121,116:0-2-0.0-0-121 [16:0-2QA-0-12Lj17:0-0-6.0-0-15].[18:0-2-0.0-0-12] LTOADING(psf) CLL 25 0 SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 2-13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.04 2-13 >999 180 MT2OHS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight:147 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. - BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-1-12 except(jt=length)12=0-3-8,12=0-3-8,9=0-3-8,9=0-3-8. (Ib)- Max Horz 2=-56(LC 12) Max Uplift All uplift 100 lb or less at joint(s)except 2=-172(LC 14),6=-172(LC 14), 12=-130(LC 14),9=-130(LC 14) Max Gray All reactions 250 lb or less at joint(s)13,8 except 2=402(LC 1),6=402(LC 1),12=702(LC 19),12=637(LC 1),9=702(LC 20),9=637(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-28=-381/134,4-28=-308/142,4-29=-308/149,5-29=-381/141 WEBS 5-10=-7/265,5-9=-647/210,3-10=-13/265,3-12=-647/205 NOTES- 1)Wind:ASCE 7-10;Vult=146mph(3-second gust)V(IRC2012)=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)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 11-6-0,Exterior(2)11-6-0 to 14-6-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 D PR Ore, 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry '(. u .o Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �r'J GI N E�'7 �p 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �� 7 4)Unbalanced snow loads have been considered for this design. $9782 P E 9P 5)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 toads. 6)All plates are MT20 plates unless otherwise indicated. 7)All plates are 1.5x4 MT20 unless otherwise indicated. in 8)Gable studs spaced at 1-40 oc. l ' v / 4) 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with arty other live loads. �.9+6,OREGON p' t1r- 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 V, A Ft AS v(. fit between the bottom chord and anyother members. 'T V 11)A plate rating reduction of 20%has been applied for the green lumber members. Id q U t- R� 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 172 lb uplift at joint 2,172 lb uplift at joint 6 ,130 lb uplift at joint 12 and 130 lb uplift at joint 9. 13)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced EXPIRES: 12/31/2016 standard ANSI/TPI 1. April 1,2015 daijagaiisigileactibreaks including heels"Member end fixity model was used in the analysis and design of this truss. , ®WARNING-Vest*design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCEPAGE/A-7473 rev.O2FI6d2Bi5 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding component. Applicability of design parameters and proper incorporation of component is responsbrrly of balding designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stablty during construction B the responnlx'16y of the �tt erector.Additional permanent bracing of the overall structure is the responsibxty of the bung designer.For general guidance regarding M f;�e�ek fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/Pell Quality Cileda.051.88 and SCSI BuIdsg Component 250 Klug Circle Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1203871 LHL-TIRUVALLUR_RES_2 A7 GABLE 1 1 Job Reference(notional) • Ariel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc. Wed Apr 01 14.55:47 2015 Page 2 ID:LbFCnMB8LSIsl_gmsraJb9zV23c-S3pVOJbCK2equ7R35d7L2?7oyTntBXG97usOGKzV1sg A WARNING-Verify de,rgn paametera and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Md1.7473 rev.021163015 BEFORE USE. Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual budding component. Appricabilty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the ■�B•� erector.Additional permanent bracing of the overall structure is the responsibility of the budByB ding designer.For general guidance regarding r11®k• fabrication,quality control,storage,delivery,erection and bracing,consult ANSVTPII Qualify Criteria,DSB-89 and BCSI Building Component 250 Klug Circle Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1203872 LHL-TIRUVALLUR_RES_2 81 Common 1 1 Job Reference(optional) • Ariel Truss Co.,Inc, Vancouver,WA 7530 s Jul 11 2014 MiTek Industries,Inc. Wed Apr 01 14:55:47 2015 Page I ID:bFCnMB8LSlsl_gmsraJb9zV23c-S3pVOJbCK2equ7R35d7L2?7?oT14BXU97usoGKzVlsg I -2-4-0 I 6-0-0 I 12-0-0 I 14 4 0 I 2-4-0 6-0-0 6-0-0 2-4-0 Scale=1:27.4 5x6 MT2OHS= 3 4.00 12 - 8 9 10 11 2 7 12 4 E mg 5 6 - 4x4 = 1.5x4 Il 4x4= 12 6-0-0 11-11-4I 124)-0 04212 5-11-4 5-11-4 0-1-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.02 4-6 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.24 Vert(TL) -0.06 4-6 >999 180 MT2OHS 165/146 TCDL 7.0 ert( ) BCLL 00 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:57 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or t-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=647/0-7-12 (min.0-1-8),4=647/0-7-12 (min.0-1-8) Max Horz 2=34(LC 13) Max Uplift2=-186(LC 14),4=-186(LC 14) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-707/111,7-8=-700/112,8-9=-648/117,3-9=-637/127,3-10=-637/127, 10-11=-648/118,11-12=-700/112,4-12=-707/111 BOT CHORD 2-6=-20/597,4-6=-20/597 WEBS 3-6=0/255 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=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)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 6-0-0,Exterior(2)6-0-0 to 9-0-0 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 t 3)Unbalanced snow loads have been considered for this design. _to PR dFE 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 �5�� NG I�����+�p non-concurrent with other live loads. -T 5)All plates are MT20 plates unless otherwise indicated. ��Y' �i 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4t' 8 782 P E 9r- 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 willfitb / .etweati thebottom chord and anyn members. A plate 8)A rating reduction off2b0%has beeen applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 186 lb uplift at joint 2 and 186 lb uplift at 7/ joint 4. 9 OREGON 10)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced r Q/& 2 ire standard ANSI/TPI 1. tf1 ARY " ' <Co� 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. '� NguL I EXPIRES: 12/3112016 April 1,2015 4 A WARNING-Verity design parameters and READ NOTES ON TINS AND INCLUDED WEB REFS LANCE PAGE MIP7473 rev.02/10!2015 BEFORE USE 111111 Design valid for use only with Mtfek connectors.This design 0 based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsbeily of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabitty during construction is the responsibility of the EYBI erector.Additional permanent bracing of the overall structure is the responsibility of the buidng designer.For general guidance regarding MI l1ek" fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 QuatBy C°Berta,DSS-89 and SCSI Building Component 250 Klug Circle Safely Information available from Truss Plate Institute,781 N.lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply K1203873 LHL-TIRUVALLUR_RES_2 B2 Common 1 1 Job Reference(optional) Adel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 01 14.55:48 2015 Page 1 ID:LbFCnMB8LSlsl_gmsraJb9zV23c-wFNtbfcg5MmgVHOFfLeaaDfADt2YwybJLYcyonzVl sf I_ -2-4-0 ( 6-0-0 I 12-0-0 I 14-4-0 2-4-0 6-0-0 6-0-0 2-4-0 Scale=1:27.4 5x6 MT2OHS= 3 4.00 12 9 10 11 12 6 13 2 4 v 5 _ d s— 7 3x12 MT2OHS II 3x12 MT2OHS Il 6x6= 6 6x6= I 1-0-121]4-1P 10-7-6 19-111-412-0-0 I 1-0-12 0-3-14 9-2-12 0-3-14 1-0-12 Plate Offsets(X.Y)-- (2:0-6-11.0-1-4[4:0-6-11.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.11 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.42 Vert(TL) -0.31 6-7 >385 180 MT2OHS 165/146 TCDL 7.0 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(TL) 0.00 6 n/a n/a BCDL 10,0 Code IRC2012rTP12007 (Matrix) Weight:78 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. ' BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF No.2-G 2-0-11,Right 2x6 DF No.2-G 2-0-11 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 6=653/0-7-12 (min.0-1-8),7=653/0-7-12 (min.0-1-8) Max Horz 7=-34(LC 12) Max Uplift6=-175(LC 14),7=-202(LC 14) Max Grav6=665(LC 20),7=665(LC 19) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-8=-647/222,8-9=-644/222,9-10=-638/233,3-10=-637/249,3-11=-637/249, 11-12=-638/233,12-13=-644/222,4-13=-647/222 BOT CHORD 2-7=-224/668,4-6=-224/668 WEBS 3-6=-477/736,3-7=-477/736 NOTES- 1)Wind:ASCE 7-10;Vult=l40mph(3-second gust)V(IRC2012)=111 mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;B=45ft;L=24ft;eave=oft; Cat.II;Exp B;enclosed;MWFRS(directional)and C-C Exterior(2)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 6-0-0,Exterior(2)6-0-0 to 9-0-0 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;.60 0.1) Lumber DOL=1.60 e grip 2)TCLL:ASCE 7-10;Pf=25.0 psf O(flatlroof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �,c<c(�E GPN FF`C9 3)Unbalanced snow loads have been considered for this design. ' \AI �.. 0 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. ' 89782PE 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ',_: 7).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. M 8)A plate rating reduction of 20%has been applied for the green lumber members. v11 OREGON N. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 175 lb uplift at joint 6 and 202 lb uplift at '1, + d Q` M 7. -s +41 IF'RV 15 4.4 10)This truss is designedd1. A gI in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced R‘� UL 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. EXPIRES: 12/31/2016 April 1,2015 , A WARNING-Verify design perametees and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 1WI-7473 rev.0246/201$BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the B SI���• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.for general guidance regarding IY, fabrication,quality control,storage,de8very,erection and bracing,consult ANSI/TPIU Quality Criteria,055.89 and SCSI Building Component 250 Klug Circle 1 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 82880 Job Truss Truss Type Qty Ply K1203874 LHL-TIRUVALLUR_RES_2 B3 GABLE 1 1 Job Reference(optional) • Mel Truss Co.,Inc, Vancouver,WA 7.530 s Jut 11 2014 MiTek Industries,Inc.Wed Apr 01 14:55:48 2015 Page 1 IDLbFCnMB8LSIs1 gmsraJb9zV23c-wFNtbfcg5MmgVHOFfLeaaDf9xt_4wxoJLYcyonzVlsf I -2-4-0 j 6-0-0 I 12-0-0 ( 14-4-0 j 2-4-0 6-0-0 6-0-0 2-4-0 Scale=1:27.4 6x6=- 3 3 2.5x4 11 2.5x4 II 4.00 12 13 14 r ` 15 16 12 17 2 _ 4 3x6 MT2OHS= .♦♦..♦+♦♦*.��.+�♦�.�.�♦♦.�.�..J 3x6 MT20HS- 5 9 8 7 6 1.5x4 II 2.5x6 II 1.5x4 ll 2-10-8 6-0-0 9-1-8 ) 12-0-0 , 2-10-8 3-1-8 3-1-8 2-10-8 Plate Offsets(X.Y1-- 12:0-0-11.Edge].j4:0-0-11,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lac) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) 0.01 6-7 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.64 Vert(TL) 0.01 6-7 >999 180 MT2OHS 165/146 TCDL 7.0 BCLL 0.0 Rep Stress lncr YES WB 0.28 Horz(TL) -0.01 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight:60 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 7-6-12 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5-5-7 oc bracing. WEBS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 6-3-0 except(jt=length)6=0-3-8. (Ib)- Max Horz 9=34(LC 13) Max Uplift All uplift 100 lb or less at joint(s)except 8=-453(LC 11),9=-235(LC 10), 7=-441(LC 20),6=-475(LC 19) Max Gray All reactions 250 lb or less at joint(s)except 8=1034(LC 20),9=451(LC 19),7=538(LC 19),6=585(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-12=-977/1063,12-13=-976/1106,13-14=-970/1114,3-14=-962/1177,3-15=-1001/1178, 15-16=-1002/1114,16-17=-1003/1107,4-17=-1008/1063 BOT CHORD 2-9=-1053/1016,8-9=-1053/998,7-8=-1053/998,6-7=-1053/998,4-6=-1053/998 WEBS 3-8=-1109/873 NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)V(IRC2012)=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)-2-4-0 to 0-8-0,Interior(1)0-8-0 to 6-0-0,Exterior(2)6-0-0 to 9-0-0 W 'tilt PROFFs`S' zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �`Ca 0'Cc- NE4- ./0 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �✓� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �. 89782PE 1-- 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)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. '� / - r! 6)All plates are MT20 plates unless otherwise indicated. v h 7)Gable studs spaced at 1-4-0 oc. S ' OREGON N. j`, O 8)This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. to„ �f4RY A5 Q'Q 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /r- �'`,� fit between the bottom chord and any other members. ' AUL R 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 453 lb uplift at joint 8,235 lb uplift at joint 9 ,441 lb uplift at joint 7 and 475 lb uplift at joint 6. EXPIRES: 12/31/2016 12)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced April 1,2015 Conti OFA Pl 1. t WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED NITER REFERANCE PAGE 1 7473 rev.07/16/2015 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. Applicability of design parameters and proper incorporation of component is responsl5ty of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure sfabifty during construction is the responsibitiy of the p B;y�k• erector.Additional permanent bracing of the overall structure is the responsibility of the bulidng designer.For general guidance regardi [YI ng 11 fabrication,quality control,storage,clefvery,erection and brachg,consult ANSI/Tell Quality Criteria,OSB414 and BCSI Building Component 250 pug Circle 1 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 • Job Truss Truss Type Qty Ply K1203874 LIIL-TIRUVALLUR_RES_2 83 GABLE 1 1 Job Reference jootionall -_ • Adel Truss Co.,Inc, Vancouver,WA 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Apr 01 14:55:46 2015 Page 2 ID:LbFCnMBSLSIsl_gmsraJb9zV23c-wFNtbfcg5MmgVHOFfLeaaDf9xt_4wx0JLVcyonzVl sf NOTES- 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. S n, • • / 1 A WARNING-Verfy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE BU1.7473 rev.02/16/2015 BEFORE USE. Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 116 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the �ayi.• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding �I,eR fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 250 Klug Circle ▪ Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/a Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Mil� Dimensions are in ft-in-sixteenths. Ig‘ Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. IIIMEMEI2. Truss bracing must be designed by an engineer.For -1/16" 4 wide truss spacing,individual lateral braces themselves 11IL\IIPAilke may require bracing,or alternative Tor I _ pbracing should be considered. 1�� l E 3. Never exceed the design loading shown and never O stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ~ C7-8 C6-7 C5-6 O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-1/1g' 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 MIIIIIIIIIIII required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for 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,ESR 1988 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol shown and/or SYP represents values as published specified. by AWC in the by text in the bracing section of the SP approved/new 2005/2012NDS represents ALSC values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. W 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 �Y) (supports) occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. 1 reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. ® Min size shown is for crushing only. 1111111111e 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient, Fl Ile BCSI: Building Component Safety Information, 20.Design assumes manufacture In accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013