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Plans ° oxo � � � � lC��c� Sw ���l� SJR- " �o CL 00 r- p r- _v � r* a �-c Cn O -0 N fCVEP 3@ao0CAa - Jai! 2 • N CITY OF 0 � BUdLi7NG c_ OFFICE COPY l A 12-04-00 —I N� 8-00-00 4-04-00 co -- - -- 15-0---00 . ---------_. N ^� N =r I tl (DD (I. a G- oma CDf D t V) C r N c 0M �o 4°t7 - N�.._ -_.- -_—___.__`__ M co o N r" M Q. it O Z �b2iTi - ------ --- _ m O o c O m i -0 n _ _ _ ___ M. :3. -- --- --- c o �' cn a � v sv = = - -- ------- - 15-00-00 cn N 8-00-00 4 � CITY OP TICARD 00 RIMFOR CODE COMPLIANCE o Appmved: j N CL OTC; Permit 1o�0CDC) 9 0 Address: I aL ao - �' 3 Suite#s cr Bn DatesCD 6 5350 SW 10711 Ave 1MS IS A TRUSS PLACEMENT DIAGRAM ONLY. PROBUild *IhesBeaverton, OR 97005 components teato are designed as individual building � '�. nents 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. T- --_--- -�------- on the placement drawing. The building designer is SCALE: 10�15�15 responsible for temporary and pemanent bracing of the Mike Montgomery NTS roof and floor system and for the overall structure. _ _ 'Me design of the thus support structure including PROJECT:-- --- �_-_ ------- ----- --------- —DRAWN BY t ---_ ------- ------- '-JOB M:_. -_ ---__- ! headers,beams,walls,and columns is the responsibility .Jessica .Joan Patino Eduardo Baldizon B1507211 or the building designee For general guidance �.. regarding bracing,consult"Bracing of wood trusses" ' `ADDRESS:- ------ --------- -_—_---- ------ ---_-_--_ -_-.--_ -___.-_- -__._._...-- -�-_--_.._--_._-__ ------------- available from the Truss Plate Institute,583 D'Onifrio F.a 10660 SW Park ST, Tigard, OR Drive;Madison,WI 53179 MiTek MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: B1507211 Jessica Joan Patino 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: K 1464991 thru K 1464995 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. 0 PRO NG EF,q si0 89782PE OREGON Q) PA U L October 16,2015 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. MiTek� MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 61507211 Jessica Joan Patino 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: K 1464991 thru K 1464995 My license renewal date for the state of Washington is December 20,2015. Lumber design values are in accordance with ANSUTPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. PAUL pF WASp,, 9 CID OZ 51976 q� /S rER� tO ALti G October 16,2015 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 Ply Jessica Joan Palmo • B1507211 A01 Common Supported Gable 1 1 K1464991 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 a Sep 29 2015 Mfrek Industries,Inc.Thu Oct 15 19:18:18 2015 Page 1 ID:_R6oekC8CnadOPG2LD2VyyT7bk-MV?xLhxefg?FwK52issOuFHvknoOKluNyxwOysyT3GZ 1x1-8 28-'1.1128-'1.11"J, 29.7 0 NEWH A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISTYPE TRUSS(ES),A 1 ao HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE Scale=1:50.8 GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RE TIVE TO THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 4x4= 8 10 8.00 12 31 7 11 32 6 12 5 13 14 15 7 2 1J18 y1117Id O 3x4= 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4 = 54= 28.3-0 28.3-0 Plate Offsets(X,Y)-- 122:0.3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 17 n/r 120 MT20 220/195 (Roof Snow-25.0) Lumber DOL 1.15 BC 0.05 Vert(TL) 0.00 17 n/r 120 TCLL 7.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 16 n/a n/a BCLL 0.0' BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight:152 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD 2-0-0 oc purlins(6-0-0 max.). BOT CHORD 2x4 DF No.1&Btr G BOT CHORD 10.0-0 oc bracing. OTHERS 2x4 OF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28.3-0. (lb)- Max Hoa 2=150(LC 12) Max Uplift All uplift 100 lb or less st joints)2,25,26,27,28,29,30,23,22,21,20,19,18,16 PAUL Max Grav All reactions 250 Ib or less at joint(s)2,24,26,27,28,29,30,22,21,20,19,18,16 except 25=255(LC 19),23-253(LC 20) O4 WASP,, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown, NOTES- 1)Wind:ASCE 7-10;Vuh=140mph(3-second gust)Vasd=111 mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for A� 51976 �q reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 R q 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 �GISTERti Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. �sSIONALti�G1 3)TCLL:ASCE 7-10;Pf=25.0 paf(flat roof snow);Category 11;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 18.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. PROF 6)All plates are 2x4 MT20 unless otherwise indicated. 7)Gable requires Continuous bottom chord bearing. �Co j�tJG N k F �Q 8)Gable studs spaced at 2-0-0 oc. �� 2 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q 89782 P E 5t' 10)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 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 pate capable of withstanding 100 Ib uplift at joint(s)2,25,26,27,28,29, 30,23,22,21,20,19,18,16. 9 OREGON 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 9R q Ry 15 Jim LOAD CASE(S) Standard pA UL EXPIRES: 12/31/2016 October 16,2015 A WARNING-VW*deslyn Parameters and READ NOTES ON TNIS AND INCLUDED MTEK REFERANCE PAGE Bal-7473 rev.14104,2015 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 appliicab8ty,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/TFll QuaBy Crileda,DSB-89 and BCSI Balding Component 250 Klug Circle Safety Is km a8on available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Corona,CA 92880 T � Job Truss toss Type �Qty Ply Jessica Joan PatnaI! K1464992 • 61507211 A02 SCISSORS 4 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MITek Industries,Inc. Thu Oct 15 19:18:19 2015 Page 1 ID_R6cekC6CnadOPG2LD2VyyT7bk-giZJZ1yGPS76YTgEGaNFRTgweAzN3s4XBbfaUJYT3GY 7.10.15 r I { 2 29 -0r1-400+ 7.10.15 7-83 1-4-0 '.. , Scab=1:51.6 4x6 II 9.00 12 3x8 12 3x8 3 5 9 8x8= 10 8 yyy�1{ 2 2x4 i l 2x4 11 6 yty d 1 7 [+ 4x10 3.00 12 4x10 zz 7.10.15 14.1-8 20.4-1 _ 2830 7.10.15 e-2-9 8.2-9 7-10.15 Plate Offsets(X Y)- [2:0-5-5,0-0-41,16:0-5-5.0-0-41 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.26 9 >999 240 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.75 Ved(TL) -0.64 9-10 >522 180 TCDL 7.0 Rep Stress Incr YES WB 0.85 Horz(TL) 0.43 6 n/a n/a BCLL 0.0 ' Code IBC20127TPI2007 (Matrix) Weight:136 Ib FT=20% BCDL 10A. LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD 2-0-0 oc puriins(2-7-9 max.). BOT CHORD 2x6 OF 225OF 1.7E BOT CHORD 10.0-0 oc bracing. WEBS 2x4 OF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation ui , REACTIONS. (Ib/size) 2-1267/0-5.8,6=1267/0-5.8 Max Horz 2=150(LC 12) Max Uplift2=-302(LC 12),6=302(1_C 13) 'PAUL Rtj, FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or lose except when shown. OF WAST �y TOP CHORD 2-3=3762f791,3.11=-2638/434,4.11=-2538/455,4-12=2538/480,5-12=-2638/459, �� G 5-6=-3762/641 h BOT CHORD 2-10762/3362,9-10--759/3361,8-9=466/3361,15-8=470/3362 -_ WEBS 4-9-26811922,3.10=0/298,5-8=0/298,3-9=1103/464,5.9=1103/475 NOTES- 1)Wind ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h-25ft;Cat.II;Exp B;enclosed;MWFRS `�� 'PF 1976 � (envelope)gable end zone and C-C Interior(l)zone;cantilever left and right exposed;C-C for members and forces&MWFRS forSTE reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 SSIONAL �V 2)TCLL:ASCE 7-10;Pf=25.0 psi(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 18.0 psf or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. ���D P R OFe. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. COQ G I N E 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 wi8 fit between the bottom chord and any other members. 9 7)A plate rating reduction of 20%has been applied for the green lumber members. 8 782 P E 8)Bearing at joint(s)2,6 considers parallel to gran value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)One H2.5A Simpson Strong-Tie connectors recommended to Connect truss to bearing walls due to UPLIFT at jt(s)2 and 6.This �• connection is for uplift only and does not consider lateral forces. 10)"Semi-rigid pitchbreaks with fixed heels"Member and fixity model was used in the analysis and design of this truss. OREGON 11)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ?j� ��q5 rL0 QQ' RY J� LOAD CASE(S) Standard UL EXPIRES: 12/31/2016 October 16,2015 AWARNING-V&W dss/gn Parameters end READ NOTES ON THIS AND INCLUDED AATEK REFERANCE PAGE W7473 rev.101WM5 BEFORE USE. Design valid for use ony 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 applicabllty of design parameters and property incorporate this design Into the overall Is' 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/T►Il Quality CrMedo,OSS49 and/CSI sueding Component 250 Kkrg Circle So"Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job Truss Truss Type Qty Ply Jeeslca Joan Patina K7184993 81507211 807 Monopitch 2 1 Job Reference(optional) Pro-Bull Bermdon Truss, Beaverton,OR 97005 7.840 s Sep 29 2015 Mitek Industries,Inc.Thu Oct 15 19:18:19 2015 Page 1 ID:_R6oekC6CnadOPG2LD2VyyT7bk-giZJZt yGPS76YTgEGaNFRTgwGA0h3nKKBbfaUJyT3GY -1-4-0 7-5.8 1 4 0 7-5-B VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A`LEG DOWN"CONDITION ARE NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT, 2x4 Scale=1:24.8 ADDITIONAL DESIGN CONSIDERATIONS(BY OTHERS)ARE REQUIRED TO TRANSFER THESE FORCE S TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. 6.00 12 v 8 N 3x8 2 1 3.00 12 5 3x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 25.0 Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.12 2-4 >702 240 MT20 220/195 (Roof Snow--25.0) Plate DOL 1.15 BC 0.54 Vert(TL) -0.36 2-4 >234 180 BCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 ' Code IBC2012/TPI2007 BCDL 10.0 (Matrix) Weigh:32 Ib FT=209'0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(6-0-0 max.), except and verticals. BOT CHORD 2x4 DF No.1&Btr G BOT CHORD 10-0-0 oc bracing. WEBS 2x6 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (Ibtsize) 2=402/0-3-8,5=288/0-5-8 Max Horz 2=188(LC 12) Max Uplift2=-93(LC 12),5=-124(LC 12) Max Grav 2=413(LC 19),5=331(LC 19) 'PAUL RlL FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. O4 WAS TOP CHORD 4-5=331/124,3-4=260/166 NOTES- 1)Wind:ASCE 7-10;Vu@=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS (envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;C-C for members and forces d MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL-1.60 .0 51976 .r � 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. GISTF 4)This truss has been designed for greater of min roof live bad of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ti�G non-concurrent with other live loads. to JAL 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. �D P R OFFS 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Bearing at joint(s)2,5 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify \� IGNGI N ST �O capacity of bearing surface. �� 2 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 5.This Q 89782 P E connection is for uplift only and does not consider lateral forces. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S) Standard �9,L OREGON ooh Q' RY 15 JSP U L A� EXPIRES: 12/31/2016 October 16,2015 ,O WARNING-Vedy design parameters and READ NOTES ON THIS AND INCLUDED BBTEK REFERANCE PAGE UI.7473 rev.1603/2015 BEFORE USE. Design valid for use only with MRek®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 verity the applicability of design parameters and property incorporate this design into the overall HE building design. Bracing Indicated is to prevent buckling of Individual tnw 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 fabricaWn,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TMI Quaft CrI1N1a,DSB•89 and SCSI SuShcn6 Component 250 Klug Circle Solely Information available from Truss Plate institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Corona,CA 92880 Job rues toss gigs ty Ply Jaesica Joan Patino K1464994 81507211 Cot Common Supported Gable 1 i Job Reference o Tonal Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640•Sep 29 2015 Welt Industries,Inc.Thu Oct 15 19:18:212015 Page 1 I D:_R6cekC6CnaoOPG2LD2VyyT7bk-m4h3JzXx4NgnngdN?OJ WwQzz_ghXgmpev;AyT3G W 21-3.0 WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES),A 1 4 0 HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE Scala 1:39.3 GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION POINT, THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RE TIVE TQ THE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. 40— 8 S 6.00 12 5 9 4 10 3 11 2 12 31 3x4 23 22 21 20 19 18 17 16 15 14 30 = 3x4= 21.3.0 21.30 LOADING(pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 13 n/r 120 MT20 220/195 (Roof Snow--25.0) Lumber DOL 1,15 Be 0.05 Vert(TL) 0.00 13 n/r 120 TCDL 7.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 BCDL 10.0 , Code IBC2012/TP12007 (Matrix) Weight:102 Ib FT-20% LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btf G TOP CHORD 2-0-0 oc purlins(6-0-0 max.). BOT CHORD 2x4 DF No.1&Btr G BOT CHORD 10-0-0 oc bracing. OTHERS 2x4 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation REACTIONS. All bearings 21.3-0. (lb)- Max Horz 2=-116(LC 13) Max Uplift All uplift 100 lb or less at Joint(s)12,20,21,22,23,18,16,15,14,2 Max Grav All reactions 250 Ib or less at joints)12,19,20,21,22,23,18,16,15,14,2 PAUL FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. OF AS�LIC NOTES- �� O 1)Wind:ASCE 7-10;Vu8=140mph(3-second gust)Vasd=111mph;TCDL-1.2psf;BCDL=6.Opsf;h-25ft;Cat.11;Exp B;enclosed;MWFRS —_ (envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 5197b w� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 0 k 3)TCLL:ASCE 7-10;Pf=25.0 psf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 GISTfiR� 4)Unbalanced snow loads have been considered for this design. NALV, 5)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 2x4 MT20 unless otherwise indicated. ���D P R OF�s 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 2-0.0 oc. c,` GINE s/ 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. CIO; fGN Fig 02 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. 9782 P E 9� 11)A plate rating reduction of 209/a has been applied for the green lumber members. 12)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)12,20,21,22,23, 18,16,15,14,and 2.This connection is for uplift only and does not consider lateral forces. 13)Beveled plate or shim required to provide full bearing surface with truss Chord at joint(s)12,2. 14)"Fix heels only"Member and fixity model was used In the analysis and design of this truss. OREGON 15)Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ?j �� 20 QQ y qRy 15 LOAD CASE(S) Standard 9� �°A U L R�J� EXPIRES: 12/31/2016 October 16,2015 0 WARNNNG-Vw y design parantatsrs and READ NOTES ON TNNS AND NNCLUDED I ffM REFERANCE PAGE 1101111,703 nsv.1"3,2018 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 mass system.Before use.the building designer must verify the applicablify of design parameters and property incorporate this design Into the overall HN, 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 prop"damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPII Ouamy Criteria,DSI-89 and 6CSI suldi ng Component 260 Klug Circle Salty Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job Truss Truss Type oty Ply Jessica IPatinoK148499561507211 CO2 SCISSORS 7 1 Job Refo ional Pro-Suld Beaverton Truss, Beaverton,OR 97005 7.640 It Sep 29 2015 MTek Industries,Inc. Thu Oct 15 19:18:212015 Page 1 ID:_R6oekC6CnarjOPG2LD2VyyT7bk-m4h3JzXu4NgnngdN-AQiWuvKt bRXYRpev8gZ8yT3GW 1-d-0 5-5.2 10.7.8 15.9-12 21.3.0 22.7-0 1 S52 52.6 52-4 55.4 T1 Scale=1:40.0 4x4= 8.00 12 3x8 t1 12 3x8 9 6x8= 9 n 10 8 2 2x4 120 l 8 7 4x8 = 3.00 12 3x8 552 10.7-8 159-12 2130 S5-2 52-6 52-4 554 Plate Offsets(X,Y)- [2:0-2-7,Edgel LOADING(pyf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.17 9-10 >999 240 MT20 220/195 (Roof Snow-25.0) Lumber DOL 1.15 BC 0.96 Vert(TL) -0.45 9-10 >561 180 BCDL 7.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.30 6 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IBC2012/TP12007 (Matrix) Weight:88 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 OF No.1&Btr G TOP CHORD 240-0 oc purlins(3-8-14 max.). BOT CHORD 20 OF No.t&Btr G'Except' BOT CHORD 10-0-0 oc bracing. B1:2x4 DF 240OF 1.7E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Std G be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) 2=975/0-3-8,6=975/03-8 Max Horz 2=116(LC 12) Max Uplift2-237(LC 12),6=237(LC 13) PAUL FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. OF WAS TOP CHORD 2-3=2807/593,3-11=1922/303,4-111=-1836/319,4-12=1839/341,5-12-1924/326, 5-6=-2810/481 BOT CHORD 2-10-574/2503,9.10=-576/2502,8-9-355/2505,6-8-353/2506 ! WEBS 4-9-17911363,3-9-876/372,5-9=-876/383 11)TES- 10 Wind:ASCE 7-10;Vuh=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS 51976 q �vAr (envelope)gable end zone and C-C Interior(l)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for •t� �f+ISTER� � reactions shown;Lumber DOL=1.80 plate grip DOL=1.60 SSIO 2)TCLL:ASCE 7-10;Pf--25.0 pelf(flat roof snow);Category ll;Exp B;Partially Exp.;Ct=1.1 NAL t�yG 3)Unbalanced snow loads have been Considered for this design. 4)This truss has been designed for greater of min roof live load of 18.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs Ep P R�FFs 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. 1 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 �\� �NG N E � F,9 /phi fit between the bottom chord and any other members. 9 7)A plate rating reduction of 20%has been applied for the green lumber members. 8 782 P E 8)Bearing at joint(s)2,6 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9)One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s)2 and 6.This �. connection is for uplift only and does not consider lateral forces. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. OREGON 11)Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ?j� ��O20 QQ' LOAD CASES) Standard 9 UL R�J� EXPIRES: 12/31/2016 October 16,2015 AWARWNG-VarRy dssW parameters and READ NOTES ON THIS AND INCLUDED ABFEK REFERANCE PAGE Ali-7473 rev.101MV15 BEFORE USE Design valid for use ontywith MTek®connectors.This design is based only upon parameters shown,and Is for on 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 Mirek' is aNvoys 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,seeAN t"T'll Quallly Criteria,DSA-89 and BCSI Building Component 250 Klug Circle Worry Informallan available from Truss Plate Institute.218 N.Lee Street,Suite 312 Alexandrio.VA 22314. Corona,CA 92880 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 14- 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. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing,is always required. See BCSL 0-1/1 is c1-2 C2-32. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves o WEBS N, 4 may require bracing,or alternative Tor I O y p bracing should be considered. 1 U 0 3. Never exceed the design loading shown and never a 41 U stack materiah on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate s 2 designer,erection supervisor,property owner and plates 0-'n6' 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 tufty.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 detach avaYable 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-131 1,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 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. ell 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. section 6.3 These truss designs rely on lumber values Bolcom chords require lateral bracing 10 is spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports)occur. Icons vary but ©2012 MTek®AN Rights Reserved 16 approval oanDo not cut or lengineer.ter truss ember or plate without prior reaction section indicates joint number where bearings occur. _ 17.Install and load vertically unless indicated otherwise. _ Min size shown is for crushing only. r„ 18.Use of green or treated lumber may pose unacceptable environmental.health or performance risks.Consult with Indusia-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 Bracin is not sufficient. 9 9• MiTek W1 RBCSI: Buildin Com onent Safe Information, 20.Desi n assumes manufacture in accordance with 9 P o g Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015