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Plans 0x § 0 0000 �- - r � 0r— r � � � � � � to CL -4 L 18-00-00 < a �r N 13-00-00 4, 5-00-00 C) k-- --8-00-00 .�- ECEIVEP 3 GABLE -T 01L�1 C 2 2015 — t p VAUL ED 3/12 ' "VILBINO DIVISION C) 3 c� CL o _ VAULTED 3/12 a 6 cn O -- —- N q o O - -A02 6 —� O 5 -v c �. o R' cQ a W � — m o 0 Cn 7 Cn 1 �,- o� 3o o 6 2 � o 0 C 3 Co 13-00-00 5-00-00 � 18-00-00 � � 5350 SW 1071h Ave THIS 1S A TRUSS PLACEMENT DIAGRAM ONLY. PROBuild Beaverton, OR 97005 Theme trusses are designed por tea as individualthbuilding building gn components to be incorporated into the building design at the specification of the building designer. See the Phone: 971-371-5971 individual design sheets for each truss design identified BUILDER: DATE: on the placement drawing. The building designer is SCALE: responsible for temporary and permanent bracing of the His Builders 11 -04 -2015 NTS roof and floor system and for the overall structure. The design of the truss support structure including PROJECT: DRAWN BY: JOB Bt headers,beams,walls,and columns is the responsibility Jean Munhall Jose Espinosa B1507444 of the building designer. For general guidance regarding bracing,consult"Bracing of wood trusses" ADDRESS: __ ___— .__ __.__-___ __..___._____---- ---------- - available from the Truss Plate Institute,583 D'Onifrio ;-+ 14805 SW 103rd Ave.Tigard, OR. Drive;Madison,WI 53179 MiTek$ MITek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 61507444 His Builders The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by ProBuild West-Beaverton,OR. Pages or sheets covered by this seal: K1516027 thru K1516030 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. RO F G C-- `SAO 29 89782PE r 9 OREGON RY 15 ; PAUL � November 6,2015 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 ANSI/TPI 1. Job Truss Truss Type Qty Pty T,Ob uilders K1516027 e��07444 A01 Sdasor BWdure1 1 Reference ion it Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s SSeep�29 2015 Me' IndusWea,Inc.Thu Nov 05 19:28:24 2015 Paye 1 ID:c8229bfxezZ2BEOmWn1Fiz?yMdQi+r RG1tBjLNvCFv4XardsmVRcHvDKnIGGm8KftiyM7Gr -2-0-4 5-11-2 10-8-14 2-0-4 5-11-2 2-3-14 2-3-14 5-11-2 Scale=1:30.9 4x6 = 4 2x4= \ 2x4 5.00 12 3 — - \\ � 11 12 /l 5x8 8 1� 2 1$l� 1 4x8 = 3.00 12 4x8 1 8-3-0 16.6-0 8-3-0 8-3-0 PlateOffse�X Y}- (2:0 3-11,Edge1,(6:0 3 11 E' dgel,[7:0-4-0,0-3-01 LOADING(psf) ----—I-.._._----- ------------ 25.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TOLL (Roof Srww=225. Plate Grip DOL 1.15 TC 0.60 Vert(LL) 0.58 6-7 >336 240 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.60 6-7 >325 180 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(TL) 0.27 6 n/a n/a BCDL 10.0 Code IBC2012frP12007 (Matrix) Weight:60 Ib FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 DF Std G MTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Instaltat(on uide. REACTIONS. (ib/size) 2=829/0-3-8,6=671/0-3-8 Max Harz 2=98(LC 12) Max Upl1ft2=-353(LC 8),6=-260(LC 9) PAUL FORCES. (lb)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. OF WAshti✓ TOP CHORD 2-8=-2499/2542,8-9=-2427/2544,3-9=-2375/2558,3-4=-2010/2270,4-5=-201412277, 5-10=-2414/2651,10-11=-2449/2650,11-12=-2476/2643,6-12=-2540/2636 FP BOT CHORD 2-7=-2279/2304,6-7=-2384/2365 GO WEBS 4-7=-1697/1397,5-7=-599/445,3-7=-499/345 NOTES- Wind ASCE 7-10;Vult=140mph(3-second gust)Vasd=11'Imph;TCDL=4.2psf;BCDL=6.Opsf,h=25ft;Cat.11;Exp B;enclosed;MWFRS A'pO .p 51976 ty� (envelope)gable end zone and C-C Exterior(2)-2-04 to 0-11-12,Interior(1)0-11-12 to 5-3-0,Exterior(2)5-3-0 to 8-3-0,Interior(1) �CiST6Rti 11-3-0 to 13-4-4 zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 �s`sjONALti�G� plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSUTPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 �ED P R�FFss 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs \� IGNGINE �Q non-concurrent with other live loads. 6)Gable studs spaced at 2-M oc. It 89782 P E 9r 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 3-64l 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)Bearing atjoint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify OREGON capacity of bearing surface. 2j 11)Provide viide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)except Qt=lb)2=353, '9R q R y 15' 6J� 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. PA UL �\ LOAD CASE(S) Standard EXPIRES: 12/31/2016 November 6,2015 AWARNING-Verily daWgn parameters and READ NOTES ON THIS AND INCLUDED UMBI(REFERANCE PAGE M8-7473 m.laV3/2015 BEFORE USE Design valid for use only with MiTekb connectors.This design is based only upon parameters shown,and is for an individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Quallty CrNedo,D3111-89 and IICSI 6u8dhg Component 250 Klug Cirds Smelly IMonnallon available from Trus Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Corona,CA 928W ry,pb7444 Truss Truss Type Qty Ply His Builders A02 Scissor 6 1 Job Reference(optional) _ Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MRek Industries,Inc.Thu Nov 05 19:28:25 2015 Page 1 ID:c8229blxezZ2BEOm W NHz?yMdQi-gdgP5Xkz8DK6W E6mPKN4Ki_nOJYZ W C WQ_o4CP8yM7Gq i -244 5-11-2 8.3-0 10-6-14 I 164)-0 2.0-4 5-11-2 2-3-14 2-3-14 5-11-2 Scale=1:30.9 4x6= 4 \ x4= 2x4 = 5.00 F12_ 23 \���\\ 9 � 11 7 12 5x8 86 \\\\ 2 1 4x8 = 3.00 12 4x8 8.3-016.6.0 r 8.3-0 —T B-3-0 —� Plate Offsets(X,31}_[2:0-3-11,Edf1e1,[6:0-3-11,Edgel,[7:0-4-0,0-3-01 _ 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 0.60 Vert(LL) 0.58 6-7 >336 240 MT20 220/195 (Roof Snow=25.0) TCDL 7,0 Lumber DOL 1.15 BC 0.87 Vert(TL) -0.60 6-7 >325 180 BCLL 0.0 * Rep Stress Incr YES WB 0.62 Horz(TL) 0.27 6 n/a n/a BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight 60 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3411-1 oc purlins. BOT CHORD 20 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 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. (Ib/size) 6=671/0-3-8,2=829/0-3-8 Max Horz 2=98(LC 12) Max Uplift6=-260(LC 9),2=-353(LC 8) PAUL FORCES. (Ib)-Max.CompJMax.Ten.-All forces 250(lb)or less except when shown. OF WASfIr�� F TOP CHORD 2-8=-2499/2542,8-9=-242712544,3-9=-237512558,3-4=-2010/2270,4-5=-2014/2277, S� G 5-10=2414/2651,10-11=-2449/2650,11-12=-2476/2643,6-12=-2540/2636 y� � BOT CHORD 2-7=-2279/2304,6-7=-2384/2365 WEBS 4-7=-1697/1397,5-7=-599/445,3-7=-499/345 00 Wind:ASCE 7-10;Vult=140rnph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS 'p� ,p�51976 (envelope)gable end zone and C-C Extedor(2)-2-0-4 to 0-11-12,Interior(1)0-11-12 to 5-3-0,Exterior(2)5-3-0 to 8-3-0,Interlor(1) CIsTBR 11-3-0 to 13-4-4 zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 �6'v plate grip DOL=1.60 ALt✓�Gti 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 3)Unbalanced snow bads have been considered for this design. 4)This truss has been designed for greater of min roof five load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs \�1��oP R Oct 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. \� IGNG I N EF,9 /Q2 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. c� 89 7 82 P E 9r 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Bearing at joint(s)6,2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b)6=260, 2=353• 9 OREGON ooh 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Ry LOAD CASE(S) Standard 99/( P,q U A R�J� EXPIRES: 12/31/2016 November 6,2015 7®WARNING-veay design parameters and READ NOTES ON TN/S AND INCLUDED iNM REFERANCE PAGE IIW-7473 rev.10/0312015 BEFORE USE. Design void for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of muses and truss systems,see ANSI/TPII Quality Criteria,DSB-89 and SCSI butidkV Component 250 Klug Circle Salety Information available from Trus Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job TrussT.u! Type Qty Ply His Builders K1518029 V.10"44 801 SWdural 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 a Sep 29 2015 MiTek Industries,Inc.Thu Nov 05 19:28:26 2015 Page 1 ID:c8229bixezZ2BEOmWniHz?yMdQi-8pOnitlbvWSz8Ohyzl uJtwWOF13nFmIZDSpmxayM7Gp 10-0.4 l 2-0-4 Scale=1:23.2 4x4= 3 5.00 12 j 7 / / 8 2 _ 4 N 4x4 — �/ TION d `d 3x8 % 5 3.00 12 3x8 4.0-0 8-0-0 4-0-0 Plate Offsets(X,Y)•- (2:0-3-11,0-0-13],(4:0-3-11,0-0-13],[6:0-2-0,0-211] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) 0.05 4-6 >999 240 MT20 2201195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.17 Vert(TL) -0.06 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 4 n/a n1a BCLL 0.0 BCDL 10.0 " Code IBC2012/TP12007 (Matrix) Weight:30 lb FT=10% LUMBER- BRACING- TOP CHORD 2x4 DF No.i&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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. (Ib/size) 2=462/0-3-8,4=462/0-3-8 Max Horz 2=-49(LC 17) Max Uplift2=-217(LC 8),4=-217(LC 9) PAUL FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. OF WASJy7� +Qy TOP CHORD 2-7=-742/807,3-7=-676/817,3-8=-676/817,4-8=-742/807 BOT CHORD 2-6=-592/643,4-6=-592/643 WEBS 3-6=-543/394 — NOTES- 1)Wind:ASCE 7-10;Vint=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS �0 76 (envelope)gable end zone and C-C Exterior(2)zone;porch left and right exposed;C-C for members and forces&MWFRS for reactions � �StiO � shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry �sSjONALV- Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category 11;Exp B;Fully Exp.;Ct=1 4)Unbalanced snow loads have been considered for this design. �� D P R OF�s 5)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs E non-concurrent with other live loads. GINE 6)Gable studs spaced at 2-0-0 oc. ��\� tGN F,9 p2 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 9 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 4 8,9782P E 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)Bearing at joint(s)2,4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �• capacity of bearing surface. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except at--lb)2=217, OREGON 4=217. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Ry 15 LOAD CASE(S) Standard PAUL R�J� EXPIRES: 12/31/2016 November 6,2015 A WARNING-Veft design Parameters and READ NOTES ON THIS AND INCLUDED ARM REFERANCE PAGE NI47473 rev 10103/2013 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 MR, 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 ANS11711 Quality Criteria,DSB-69 and 11051 Building Component 250 Klug Circle Safety Information available from Tans Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 02880 Job Truss Truss Type Qty Ply Nis Builders K7518030 @�j>f07141 802 Scissor 2 1 Reference(optional Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640a Sep 29 2015 MRek InduoUias,Inc. Thu Nov 05 19:28:27 2015 Page 1 ID:c8229bixezZ28EOmWMHz4yMdQi c0y9WOmDggagmYG9XIPYP73B76P0_D7IS6ZJT1yM7Go 4-0-0 8-0-0 10-0.4 2-0-4 4-0.0 4-0-0 Scale=1:23.2 40=_ 3 5.00 12 \ � 8 / 8 2 % \4 4x4 = 3.8 5 3.00 F2 C% 3x8 4-0-0 8.0-0 4-0-0 4-0-0 Plate Offsets(X,Y)— [2:0_3-11,0-0-13],[4:0-3.11,0-0-13],(6:0-2-0,0-2 4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) 0.05 4-6 >999 240 W20 220/195 (Roof Snow--25.0) Lumber DOL 1.15 BC 0.17 Vert(TL) -0.06 4-6 >999 180 TCDL 7.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.04 4 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 (Matrix) Weight:30 lb FT=10% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.18Btr 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 be installed during truss erection,in accordance with Stabilizer In tailation guide. _- REACTIONS. (Ib/size) 2=462/0-3-8,4=46210-3-8 Max Horz 2=-49(LC 17) Max Uplift2=-217(LC 8),4=-217(LC 9) -AUL RI` FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. OF WASyl� �y TOP CHORD 2-7=-742/807,3-7=-676/817,3-8=-676/817,4-8=-742/807 BOT CHORD 2-6=-592/643,4-6=-592/643 WEBS 3-6=-543/394 NOTES- 1)Wind:ASCE 7-10;VuR=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.OpsF,h=25ft;Cat.II;Exp B;enclosed;MWFRS A a: 51976 shown;e)gable ber DOL=1n.60 pl e g p Exterior(2) �gpzone;porch left and right exposed;C-C for members and forces&MWFRS for reactions �0� �F/STEREO 2)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category II;Exp B;Fully Exp.;Ct=1 �s'kALti�G` 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 19.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. PRO 5)This truss has been designed for a 10.0 psf bottom chord five bad nonconcurrent with any other live loads. ��ED OFFS 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-M wide will s fit between the bottom chord and any other members. \� ANG)N EFq X02 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Bearing atjoint(s)2,4 considers parallel to grain value using ANS1rFPi 1 angle to grain formula. Building designer should verify $9782 P E capacity of bearing surface. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 ib uplift at joint(s)except Qt=1b)2=217, 4=217. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. OREGON LOADCASE(S) Standard 9,L Ooh 9Rff Ry 1115, PA U EXPIRES: 12/31/2016 November 6,2015 A WARNING-Verily design parameters and READ NOTES ON TINS AND INCLUDED WTEK REFERANCE PAGE US-7473 rev.1493/7015 BEFORE USE Design void for use only with M7ek®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 applkabltity of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only.Additional temporary and permanent bracing 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 ANS/TPII Quality Criteria,DS!-89 and!CSI Wilding Component 250 IOug Circle fely IMa So" available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 928W Symbols NumberingSystem � General Safe Notes` Y Safety . . PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 1 dimensions shown in ff-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. 1 2 3 TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 01 �� C1-2 c2-3 2. Truss bracing must be designed by an engineer.For -/1611 4 wide truss spacing,individual lateral braces themselves o WEBS c� may require bracing,or alternative Tor I ro ,p �c p bracing should be considered. O u /� 3 �y� 3 0 b 3. Never exceed the design loading shown and never 0- U stack materials on inadequately braced trusses. C7-8 C6-7 C5-6O0 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate F— designer,erection supervisor,property owner and plates 0-'Al'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7- Design assumes trusses will be suitably protected from 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Software or upon request. NUMBERS/LETTERS. 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 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to 4 x 4 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 sae,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing ry is spacing, BEARING established by others. or less,if no ceiling is installed,unless othth erwise noted. 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. Min size shown is for crushing only. K 18.Use of green or heated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI l: 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. R is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek ANSI/TPI 1 Quality Criteria. Installing 8,Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015