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Plans (3) /lit sT9c .5"--62� 0?0 � f.7C �, s� -.'k_c_ S.;7 O73'm5 --IWoo -I --I00000 _ , -• o a - � rpr � c � 0 rrrr OF F ICE COPY co - o m ago N NOV 5 2015 II u � ailo � (T, , (3)-4. _ it 41' CITY !;.' 1.,,At r a N -% BU1LD a.= r a 4110 -� O ' 3 , LT_ 12-04-00 8-00-00 °' -- �4-04-00 CO 15-00-00 L CD `. -' 9=: m - _ a i m i _a f _- 02• _� ti l D N .. € N CJ, , 1 > \ . v i j-`b I is aT N ,, CCDw = O1b 4 -:=G Ct.m z €N 11 1 CD 3 o i' (Q O O CO C1 1 ( cij N 0• ' • 3 - cL co.S 'a — , 15-00-00 0 -o =— — tO o O w '" 8-00-00 N ? T 0 O CO 3 ID C C N a 3 0 c 3 d) a> 5350 SW 107th Ave T IS IS A TRUSS PLACEMENT DIAGRAM ONLY in PR 02111111 Beaverton, OR 97005 components trusses are designed as individual building components to be incorporated into the building design Phone: 971-371-5971 at the ual designs of the building designer. See the i individual design sheets for each tons design identified [BUILDER c -- ----___._ _-.- _---._-- placementwing8 designer is DATE: on the1fortemporarydo Ther building Mike Montgomery 10/15/15 SCALE: responsible for and permanent bracing of the g ry NTS j roof and floor system and for the overall structure_41 . G_ -_---- __---_-----------__-- _ _-.�--- - - ' The design of the truss support structure including 1111 1 PROJECT: DRAWN BY: ----- --------- ------------- -- -JOB M: headers,beams,walls,and columns is the responsibility Jessica Joan Patina Eduardo Baldizon B1507211 of the building designer. For general guidance ----------- ------------ __--_. _____._i _- _---a regarding bracing,consult"Bracing of wood trusses" ADDRESS: available from the Truss Plate Institute,583 D'Onifrio M—► 1 10660 SW Park ST,Tigard, OR Drive;Madison,WI 53179 4 MiTek' MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: 131507211 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: K1464991 thru K1464995 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. ?AUL jot, p4 WAsft Aw 4,..51976,4„ q� .off GisTSR •lONALS7. 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 Oty Ply Jessica Joan Patino K1464991 B1107211 A01 Common Supported Gable 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.640 s Sep 29 2015 MiTek Industries,Inc.Thu Od 15 19:18:18 2015 Page 1 ID_R6cekC8Cnarj0PG2LD2VyyT7bk-MV7xLhxef9?FwK52issOuFHvknoOKluNyxwOysyT3GZ 1-1-40 1 14.1-8 I 28-3-0 29-7-0 l 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 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= 84' ;;10 8.00 12 7 " ., 11 31 32 ii4.i 12 6 5 13 14 ii. :4. ii 15 (1 2 Ii g gr O -i g - . 16 1711 X X X X X X X X X ,CY Y Y X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X X'x'X : 3x4 = 30 29 28 27 28 25 24 23 22 21 20 19 18 3x4= 5x8= H 28-3-0 l 28-3-0 Plate Offsets(X,Y)— [22:0-3-0,0-3-0] LOADING(per SPACING- 2-0-0 CSI. DEFL. in (loc) lldefl Lid 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 TCDL 7.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 16 n/a n/a BCLL 0.0 BCDL 10.0 a Code IBC2012/TP12007 (Matrix) Weight:152 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 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 DF 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. (Ib)- Max Horz 2=150(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,25,26,27,28,29,30,23,22,21,20,19,18,16 ?AUL Max Gray All reactions 250 lb or less at joint(s)2,24,26,27,28,29,30,22,21,20,19,18,16 except �L� 25=255(LC 19),23=253(LC 20) OF V1ASfr,, py FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown, �': • ,': CSO cc --- NOTES- / %., 1) NOTES- 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=8.0psf;h=25ft;Cat.II;Exp B;endosed;MWFRS 'r (envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;C-C for members and forces&MWFRS for wo 4 reactions shown;Lumber DOL=1.60 plate gripDOL=1.60 51976 w 2)Truss designed for wind loads in the plane of he truss only. For studs exposed to wind(normal to the face),see Standard Industry O����GISTER� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. SSIONALti�G 3)TCLL:ASCE 7-10;Pf=25.0 psi(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 18.0 psi or 1.00 times flat roof load of 25.0 psi on overhangs non-concurrent with other live loads. 51/4E) PR OFC 6)All plates are 2x4 MT20 unless otherwise indicated. 7)4INE \ 7)Gable requires continuous bottom chord bearing.8)Gable studs spaced at 2-0 0 cc. 9)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 89 782 P E r 10).This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. -A.m.:11)A plate rating reduction of 20%has been applied for the green lumber members. • ••.•a� 12)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,25,26,27,28,29, v11111. 30,23,22,21,20,19,18,16. y OREGON x• 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �j /LV 20 Q' 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ...•,.., 9 1 RY 5 ��Q LOAD CASE(S) Standard �'A UL ". - EXPIRES: 12/31/2016 October 16,2015 r t 0 WARNING-Way design parameters and READ NOTES ON THIS AND INCLUDED NITER REPERANCE PAGE 10-7473 rev.I0O12e16 BEFORE USE lit Design valid for use only with Mlrek®connectors.This design is based only upon parameters shown,and h for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual tens web and/or chord members only.Additional temporary and permanent bracing MiHek• is always required for stabiRy and to prevent coSapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANS1/fni Qualify Criteria,088.89 and SCSI Building Component 250 Klug Circle m Safely Infaa8on avaSobte from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314, Corona,CA 92880 Job Truss Truss Type Oty Ply Jessica Joan Patino K1484992 81507211 A02 SCISSORS 4 1 Job Reference(optional) Pro•Build Beaverton Truss, Beaverton,OR 97005 7.840 s Sep 29 2015 MITek Industries,Inc.Thu Oct 15 19:18:19 2015 Page 1 ID:_R6cekC6Cnarj0PG2LD2VyyT7bk-giZJZ1 yGPS76YTgEGaNFRTgweAzN3a4XBbfaUJyT3GY 1-1-4-0 1 7-10-15 + 14-1-8 I 20-4-1 I 28-3-0 i 29.7-0 I 1-4-0 7-10-15 8-2-9 8.2-9 7-10-15 1-4-0 Scale=1:51.8 4x6 I I 8.00 12 34 11 12 3x8 3 5 9 8x8= 10 g yy,, 2ts. 2x4 11 2x4 II 6 y d`1 7 Id 4x10 3.00 12 4x10 I 7-10-15 I 14-1-8 I 20-4-1 I 28-3-0 I 7-10-15 8-2-9 8.2-9 7-10-15 Plate Offsets(X,Y)— 12:0-5-5,0-0-4],16:0-5-5,0-0-4] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Ioc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip IDOL 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 Vert(TL) -0.64 9-10 >522 180 TCDL 7.0 Rep Stress Ina YES WB 0.85 Horz(TL) 0.43 6 Na n/a BCLL 0.0 * Code IBC2012/TPI2007 (Matrix) Weight:136 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr G TOP CHORD 2-0-0 oc puffins(2-7-9 max.). BOT CHORD 2x6 DF 2250F 1.7E BOT CHORD 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=1267/0-5-8,6=1267/0-5-8 Max Horz 2=150(LC 12) Max Uplift2=-302(LC 12),6=302(LC 13) PAUL Rik FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,ov WASIa,, +1 TOP CHORD 2-3=3762/791,3-11=2638/434,4-11=-2538/455,4-12=2538/480,5-12=-2638/459, ,S4 C", 5-6=3762/641 ' - ;. BOT CHORD 2-10=762/3362,9-10=-759/3361,8-9=-466/3361,6-8=-470/3362 y C. - • WEBS 4-9=-268/1922,3-10=0/298,5-8=0/298,3-9=-1103/464,5-9=-1103/475 - I NOTES- 1)Wind:ASCE 7-10;Vutt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;endosed;MWFRS lf, 4,, 51976 R� � (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=1.80 plate grip DOL=1.60 SSIONALF14G 2)TCLL:ASCE 7-10;Pf=25.0 pad(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 psi or 1.00 times flat roof load of 25.0 pad on overhangs non-concurrent with other live loads. ��ED P R OFFS 5)This truss has been designed for a 10.0 pad bottom chord live load nonconcurrent with any other live loads. CO` G E �'/ 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 �,\ �N I N FR °2 fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. Q 8'782 P E �r- 8)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. / r 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. r, 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. OREGON 'may 11)Graphical purtin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. y9 7/j/� rL0 QQ- 9q R 6 Y 1 LOAD CASE(S) Standard /r PA U L 'et%� EXPIRES: 12/31/2016 October 16,2015 I I A WARNING-Vitrify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE Ila?-7473 rev.10/03 2515 BEFORE USE igl, Design valid for use only with M7eke 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 verily the applicability of design parameters and properly incorporate this design Into the overaN 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 stablity and to prevent cotapse with possible personal injury and property damage.for general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSII-89 and 8051 Building Component 250 Klug Circe Sally 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 Joan Patios K1464993 81507211 801 Monopitch 2 1 . Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.840 s Sep 29 2015 Welt Industries,Inc.Thu Oct 15 19:18:19 2015 Page 1 ID:_R6cekC6Cnarj0PG2LD2VyyT7bk-giZJZ1 yGPS76YTgEGaNFRTgwGA0h3n10(BbfaUJyT3GY 1 -1-4-0 1 7-5-8 1-4-0 7-5-8 VERTICALS THAT ARE EXTENDED BELOW A CHORD FORMING A'LEG DOWN'CONDITION ARE 2x4 Il Scale=1:z4.s NOT DESIGNED TO RESIST LATERAL FORCES BETWEEN THE TRUSS AND THE SUPPORT. ADDITIONAL DESIGN CONSIDERATIONS(BY OTHERS)ARE REQUIRED TO TRANSFER /11 THESE FORC:S TO THE APPROPRIATE LATERAL FORCE RESISTING ELEMENTS. V.0" V/ 6.00 FIF 8 N - i • 3x6= F_:1 2 �• 1 rill 1 - 3.00 12 IIIM 3x4 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (roc) I/deft Ud PLATES GRIP TCLL 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) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.36 2-4 >234 180 TCDL 7.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 • Code IBC2012/TP12007 (Matrix) Weight:32 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr G TOP CHORD 2-0-0 oc purtins(6-0-0 max.), except end verticals. BOT CHORD 2x4 DF No.18Btr 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. (lb/size) 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 Gray 2=413(LC 19),5=331(LC 19) ?AUL R!L FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. O�WASp,, �y TOP CHORD 4-5=-331/124,3-4=260/168 eS� 'tVC /. . fa,,•, 0 NOTES- 1)Wind:ASCE 7-10;VuIt=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS 04. (envelope)gable end zone and C-C Interior(1)zone;cantilever left and right exposed;C-C for members and forces 8 MWFRS for 4'/ reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 rO�+ 51976}4,4 2)TCLL:ASCE 7-10;P1==25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 O'{,��'�Gj 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 s`SIONAL-' non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a ive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ���� P R OFFS fit between the bottom chord and anyother members. 7)A plate rating reduction of 20%has been applied for the green lumber members. Co- GINE • d/ 8)Bearing at joints)2,5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify r-\ ,N FR 0,,_ capacity of bearing surface. -9 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 89 782 P E l 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 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � v 4.0 � • __ LOAD CASE(S) Standard y,` OREGON o� Q' ej 99-t �'A U L C��N1<Q` EXPIRES: 12/31/2016 October 16,2015 1 I a WARNING-Varlfy dosign paramafers and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE I1011-7473 rev.1af03/5015 BEFORE USE MI Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of indivklual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage.delivery.erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Crlledo,058-89 and SCSI Wading Component 250 Klug Circle Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Corona,CA 92880 Job • Truss Truss Type qty Ply Jessica Joan Patine K1484994 81507211 C01 Common Supported Gable 1 1 Job Reference(optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.840 s Sep 29 2015 Minsk Industries,Inc. Thu Oct 15 19:18:21 2015 Page 1 ID:_R6cekC6CnadOPG2L.D2VyyT7bk-m4h3JzXx4NgnngdN?QjWuvQz_ghXgmpevegZByT3GW 1 -1-4-0 1 10-7-8 1 21-3-0 I 22-7-0 1 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 Scale=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 TQTHE DESIGN OF THE ADEQUATE LATERAL BRACING TO THE HINGE TYPE CONNECTION. i� 4x4 — 8 •• r *a8 8.00 :A y g �� 9 =♦ r " . �� 4 �� 10 Vi : : Ari 3 11 4i : t: i' 12 2 ' _ L9 *---R �. Cf : V 13 Ii A. a 4 ��, 3x4 — 23 22 21 20 19 16 17 18 15 14 3x4 — 354= I 21-3-0 21-3-0 i TOADING(psf)25 0 SPACING- 2-0-0 CSI. DEFL. in (lac) 1/defl L/d PLATES GRIP CLL(Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 13 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.05 Vert(TL) 0.00 13 n/r 120 BCLL 0.0 • Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 12 Ma n/a BCDL 10.0 Code IBC2012ITP12007 (Matrix) Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF 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 DF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer - Installation guide. REACTIONS. All bearings 21-3-0. (Ib)- 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 Gray All reactions 250 lb or less at joint(s)12,19,20,21,22,23,18,16,15,14,2 ?AUL Ri`� FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 04 WAS—il NOTES- ti.�� ,, C�O'1 1)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;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&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry 'O ,� 51976 cv� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. O�� F.--. figs 3)TCLL:ASCE 7-10;Pf=25.0 pat(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. sSIONAL FSG 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. 7)Gable requires continuous bottom chord bearing. ���ED PR OF�Cs 8)Gable studs spaced at 2-0-0 oc. S 9)This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. �Gj ANG I N EF9 �Q 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 (vim 2 9 fit between the bottom chord and any other members. Q :9782 P E 1' 11)A plate rating reduction of 20%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, li/_..,1;e 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. Ilir 40 14)"Fix heels only"Member end fixity model was used in the analysis and design of this truss, OREGON '. 15)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ?j + O Q- LOAD CASE(S) Standard PA UL 0 • EXPIRES: 12/31/2016 October 16,2015 1 I A WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERANCE PAGE AN-7473 rev.teV3.'2015 BEFORE USE MK 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 overal building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the MiTeK fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN51/TP11 Qualify Create,DSII-89 and SCSI SSuldfng Component 260 Klug Circle Safely Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Corona,CA 92880 Job • Truss Truss Type sty Ply Jessica Joan Patino K1484995 61 X07211 CO2 SCISSORS 7 1 Job Reference(Optional) Pro-Build Beaverton Truss, Beaverton,OR 97005 7.840 s 29 2015 MRek Industries,Inc.Thu Oct 15 19:18:21 2015 Page 1 10_R6cekC6Cnarj0PG2LD2VyyT7bk-m4h3jzXx4NgnngdN?ajVVuvK1 bRXYRpev8gZByT3GW 1 -1-4-0 1 5-5-2 I 10-7-8 I 15-9.12 I 21-3-0 I 22-7-0 1-4-0 5-5-2 5.2-8 5-2-4 5-5-4 1-4-0 • Scale=1:40.0 4x4= 8.00 12 3x8% 11 12 3x8 Cr 6x8 4 n to aN r 2 2x4 ( 2x4 Itzi6 i �d(y .01 iiti 7 458 % 3.00 12 3x8 I 5-5-2 10-7-8 15-9-12 21-3-0 I 5-5-2 5-2.6 5-2-4 5-5-4 Plate Offsets(X,Y)- 12:0-2-7,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.17 9-10 >999 240 MT20 220/195 (Roof Srrow=25.0).0) Lumber DOL 1.15 BC 0.96 Vert(TL) -0.45 9-10 >561 180 TCDL 7.0 Rep Stress Inc- YES WB 0.60 Horz(TL) 0.30 6 n/a n/a BCLL 0.0 ' Code IBC2012/TP12007 (Matrix) Weight:88 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(3-8-14 max.). BOT CHORD 2x4 DF No.1&Btr G*Except" BOT CHORD 10-0-0 oc bracing. B1:2x4 DF 2400F 1.7E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=975/0-3-8,6=975/0-3-8 Max Horz 2=116(LC 12) Max Uplift2=237(LC 12),6=-237(LC 13) ?AUL jot, FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. SI•,,+ \/TOP CHORD 2-3=2807/593,3-11=1922/303,4.11=-1836/319,4-12=1839/341,5-12=1924/326, 401. 05-6=2810/481 i'-'5' .,. �9BOT CHORD 2-1(=574/2503,9-10=576/2502,8- -355/2505,6-8=353/2506 WEBS 4-9=179/1363,3- =876/372,5-9=876/383 ,Tr 4k' NOTES-)Wind:ASCE 7-10;Vult=140mph(3-second gust)Vasd=111mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;endosed;MWFRS '�'�\>\\4, 51976 4y envelo able end zone and C-CInterior(1)1 zone;cantilever left and right ex sed•C-C for members and forces&MWFRS for ^' \ISTER �V ( Pe)9 K ) f� �`� reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 "5'SjONALF�G 2)TCLL:ASCE 7-10;Pf=25.0 pat(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 psf on overhangs non-concurrent with other live loads. �,Q`°D P R OFFS 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S 6)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��5 ANG N EFq X02 fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. '� 8782P E 91' 8)Bearing at joint(s)2,6 considers parallel to grain value using ANSI/IP!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 O^h 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ?j� ti0q 6 rL QRZ' .Q RYA F, LOAD CASE(S) Standard Pq U L ,\J - EXPIRES: 12/31/2016 October 16,2015 1 I r. A WARNING-VMNy deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 8W-7473 rev.IGSSS016 BEFORE USE Mb- Design Design valid for use only with helek®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 applicabitty of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/T1.11 Dually Creeda,058.89 and SCSI Bolding Component 250 Klug Circle Safety IMM m dlon available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria.VA 22314. Corona,CA 92880 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 s " Center plate on joint unless x,y offsets are indicated. I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 I (Drawings not to scale) Damage or Personal Injury MKDimensions are in ft-in-sixteenths. 1114•46Apply plates to both sides of truss 1 2 3 I. Additional statrity bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 1rr 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I /111 po ., p bracing should be considered. � ■_� O 3. Neverckexceed the designadloadingshownand never ill stack ex eed on inadequately braced trusses. °O a 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate '` �' - O1— 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 fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. •Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 in all respects,equal to or better than that Trusses are designed for wind loads in the plane of the specified. i� Indicated by symbol shown and/or g 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 ANSIITPI 1 section 6.3 These truss designs relyon lumber values 14.Bottom chords require lateral bracing at 10 ft.spacing, g or less,if no ceding is installed,unless otherwise noted. BEARING established by others. ...-•, 15.Connections not shown are the responsibiity of others. Indicates location where bearings (supports)occur. Icons vary but 16.Do not cut or alter truss member or plate without prior ©2012 MTel 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. MilI MIA, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. A NSI/TPI1: National Design Specification for Metal 19.Review al 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. A; is not sufficient. • BCSI: BuildingComponent SafetyInformation, 20.Design assumes manufacture in accordance with • Guide to Good Practice fr Handling, M e k ANSI/TPI 1 Quality Criteria. • Installing&Bracing of Metal Plate • • Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 J