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Plans /US7'2-0/L —C:r4G�j t ` ! c) S1-> 41p< co,?- RECEIVEDo•A (4,r 43-00-08 - iY 17 2012 i i y 5-00.00 y 00- y�s 00 16_0048 q7{F�DIVISION..� 601 A °IVCl UAV ION )1P, lellr. 2 8 8 N n Oc)mx -, B01 y y m $ I j zmo $ g N IIoi 0 III.:. -T iik . 0 R IFrr.1J $ millkr?' a, tel y IV � 'A ril 4 tee- . 11 IA 9 y � � 8 3-0= rr kl s T N w 9 11 df N Fl 206.00XI 9 9 IMME s M s g ll g O� P n I� A r. x s la 2 SI w II o0 $ CO N N 52 Q ,ai o m Is." rn a g 8 N - m C71 A01 17-03-00 r 4-00-00 39.00-0s 4 ? T 43-00-08 t L a _ C1 a C THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING 15877 SE 98th Ave These trusses are designed as individual building 16,3P R U'' components to specification incorporated build into the eSe design TCLL(PSF):25 Clackamas, OR 97015 ctmthe anentstotbe designer.corporteding intthebilSee the PVindividual design sheets for each truss design identified TCDL(PSF):7 Phone: 1-503-557-8404 on the placement drawing.The building designer is BCLL(PSF):0 responsible for temporary and permanent bracing of the BCDL(PSF):10 BUILDER'DR HORTON DATE: SCALE: I 9-23-2011 NTS roof and floor system and for the overall structure.The design of the truss support structure including headers, TL(PSF):42 PROJECT: beams,walls,and columns is the responsibility of the Roof Pitch:/12 1..k3520 ELEVATION-A DRAWN BY: Eric Roesler JOB#: building designer.For general guidance regarding B1111742bracing,consult"Bracing of wood trusses"available Wind Speed:110 from the Truss Plate Institute,583 D'Onifrio Drive; Exposure:B ADDRESS`OREGON/WASHINGTON Madison,WI 53179 LL DEFL:L/240 � 1 iar; CONSULTING uc • DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1 1 1 1742 DR HORTON 3S20 ELEV-A MiTek 20/20 7.2 The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I4961868 thruI4961882 My license renewal date for the state of Washington is May 18,2012. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. 3oSEPH 4�" Q,oF w' ,xT /412c 01 Ey r. September 26,2011 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI I Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. al kt CONSULTING LLC DrJ C , LLC 6300 onsultingEnterprise Lane Madison, Wisconsin, 53719 Re: B1111742 MiTek 20/20 7.2 DR HORTON 3S20 ELEV-A The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: 14961868 thru14961882 My license renewal date for the state of Oregon is December 31,2011. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. PEO PROOF �'a 49`r/Di 85525PE r •3. ✓OREGON ; 1' *4'12201 ,- `iVSE- Os RENEW .4111 ,• • • 1 September 26,2011 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing, solely for the truss component(s)depicted. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. ytob AII Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A 14961868 B1111742 A01 COMMON TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:06 2011 Page 1 ID:UUn4s0iCrT8clwX10kX1o2yaINL-XY68mZy2QnwijjOPoCnZNkhF1 AvZtG6VN?6YNwyaiYB 11-0-0I 19-6-4 I 39-0-8 40-0-81 1-0-0 19-6-4 19-6-4 1-0-0 Scale=1:68.2 5x6= 5.0012 r 12 11 =-ii 13 3x6 10 - - 14 9 = 15 3x6 78 16 ., 17 6 - 18 5 = 9 = 20 3 - - 21 2 . 23. - 22 fl )1 X X YXXXXX X� XXX XX X YXXXX Yy X Yp XXX WV Y XXX YYYYXY Y YYYXX Y V XX, IVO 1(6= 3x6= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 5x6= I 39-0-8 39-0-8 Plate Offsets(X.Y); [8:0-1-13.0-1-8],j16:0-1-13.0-1-81[32:0-3-0.0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 23 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.01 23 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 22 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 22 n/r 90 Weight 215 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 12-32 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer ` Installation guide. REACTIONS All bearings 39-0-8. (Ib)- Max Horz2=-129(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,33,34,35,36,37,38,39,31,30, 29,28,27,26,25,22 except 40=-103(LC 5),24=-103(LC 6) Max Gray All reactions 250 lb or less at joint(s)2,32,33,34,35,36,37,38,39, 31,30,29,28,27,26,25,22 except 40=282(LC 9),24=282(LC 10) • FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. SpSEPFi b TOP CHORD 11-12=-39/262,12-13=-39/256 4 ,OF 44,AS�',L�4T NOTES 0 di 31)Unbalanced roof live loads have been considered for this design. of � 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever / left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ti, 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry At Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. "!i 48398 4)All plates are 2x4 MT20 unless otherwise indicated. � '�Isaa° 5)Gable requires continuous bottom chord bearing. .401ifLB0O r. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. EKED PROF? 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,33,34,35,36,37, O 38,39,31,30,29,28,27,26,25,22 except(jt=lb)40=103,24=103. C. �pGINEF9 S''0y 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced yr' 5PE 7r standard ANSI/TPI 1. ,12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ' LOAD CASE(S) Standard •' E c - Q 1240,12201 +,tlr "OSEPli O� RENEWAL DATE;12/31/2011 September 26,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , 1i¢s' of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �i delivery,erection,lateral restraint and diagonal bracing;consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A iik--'- •. 14961869 B1111742 A02 COMMON TRUSS 6 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:08 2011 Page 1 ID:UUn4sOiCrT8clwX10kXIo2yaINL-TwEvAFzJyPAQyOXovdp1 T9mTL_N8L2EpmJbfSoyaiY9 11-0-01 6-2-0 I 13-6-14 19-6-4 25-5-10 32-10-8 39-0-8 40-01 1-0-0 6-2-0 7-4-14 - 5-11-6 5-11-6 7-4-14 6-2-0 1-0-0 Scale=1:67.4 5x6= 5.00 12 ,t 6 1Y; 3x6 3x4% 3x4 5 7 3x6 4 8 c� ty 0 �j 2x4� 2x4 ii m 3 ,.., Al. 0 v.,9 2 10 11 1 I.+of o 4x8= 14 15 16 13 17 18 12 4x8= 3x4= 3x4 = 5x12 MT18H= I 9-2-13 I 19-6-4 I 29-9-11 I 39-0-8 I 9-2-13 10-3-7 10-3-7 9-2-13 Plate Offsets(X.Y): [2:0-0-0.0-0-4].[5:0-1-12.0-1-81[7:0-1-12.0-1-8].[10:Edge.0-0-4],[13:0-6-0.0-3-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.42 13-14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.94 13-14 >493 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.67 Horz(TL) 0.21 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:175 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-8 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-0-10 oc bracing. WEBS 2x 4 DF Std G WEBS 1 Row at midpt 7-13,5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer , Installation guide. ' REACTIONS (lb/size) 2=1825/0-5-8 (min.0-1-15),10=1825/0-5-8 (min.0-1-15) Max Horz2=-129(LC 6) Max Uplift2=-486(LC 5),10=-486(LC 6) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3868/920,3-4=-3531/786,4-5=-3364/799,5-6=-2435/590,6-7=-2435/590, 7-8=-3364/799,8-9=-3531/787,9-10=-3868/921 BOT CHORD 2-14=-883/3485,14-15=-589/2778,15-16=-589/2778,13-16=-589/2778,13-17=-461/2778, SOSEPFI b 17-18=-461/2778,12-18=-461/2778,10-12=-754/3485 `Al OF w 7 WEBS 6-13=-311/1521,7-13=-858/404,7-12=-91/670,9-12=-409/307,5-13=-858/404, `W 5-14=-90/670,3-14=-409/306 �q P /�I'. ��'� NOTES / 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever , .4 "___...." left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. j 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 41110/4AL 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=486, 10=486. • 0 PROP 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced _C �NGINEF9 w qy standard ANSI/TPI 1. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. j�j''.' •E r' LOAD CASE(S) Standard 13,4, OREGON y 4t- -.74/ k 12 2()N f.'' `1°SEP14'D.- _. RENEWAL DATE:12/31/2011 September 26,2011 I I 03-11' before use.Design WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev. ) g valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ej / of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint `.:I. designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, 11 delivery,erection,lateral restraint and diagonal bracing,consult ANSI/IP!1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. - - Job I• Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A 14961870 B1111742 A03 COMMON TRUSS g 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:08 2011 Page 1 ID:UUn4sOiCrT8clwX10kXIo2yaINL-TwEvAFzJyPAQy0Xovdpl T9mTN_NAL2lpmJbfSoyaiY9 I 5-10-14 1 13-3-12 1 19-3-2 1 25-2-8 1 32-7-6 I 38-9-6 39-9-61 5-10-14 7-4-14 5-11-6 5-11-6 7-4-14 6-2-0 1-0-0 Scale=1:66.1 5x6 = 5.00 12 5 3x6 G 3x4% 3x4 - 4 6 3x6 3 7 c, m 2x4 2x4 2 �,{ 1 of .;I ::a • t 9 10 o ..441._ 7� I4 4 13 14 15 12 16 17 11 4x8= 3x4= 3x4= 5x12 MT18H= • I 8-11-11 I19-3-2 29-6-9 1 38-9-6 I 8-11-11 10-3-7 10-3-7 9-2-13 Plate Offsets(X,Y): [1:0-1-9.0-1-12].[6:0-1-12.0-1-8],[9:0-0-0.0-0-4].[12:0-6-0.0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.42 11-12 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.93 11-12 >495 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.67 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 174 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-10-10 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 7-0-14 oc bracing. WEBS 2x 4 DF Std G WEBS 1 Row at midpt 6-12,4-12 WEDGE MiTek recommends that Stabilizers and required cross bracing Left:2 X 4 SYP No.3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 1=1740/Mechanical,9=1820/0-5-8 (min.0-1-15) Max Horz1=-139(LC 6) Max Uplift1=-414(LC 5),9=-486(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3796/918,2-3=-34921787,3-4=-3325/799,4-5=-2422/588,5-6=-2422/589, 6-7=-3352/798,7-8=-3519/785,8-9=-3856/919 ' ' BOT CHORD 1-13=-880/3423,13-14=-588/2756,14-15=-588/2756,12-15=-588/2756,12-16=-460/2766, ' 16-17=-460/2766,11-17=-460/2766,9-11=-753/3474 SQSE!'FT DAF WEBS 5-12=-310/1511,6-12=-859/404,6-11=-91/670,8-11=-409/307,4-12=-847/403, 4 i3O' WA T 4-13=-92/650,2-13=-381/303 ° /�`r, Ot SI NOTES 1)Unbalanced roof live loads have been considered for this design. :„r 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever no left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 •P ,448398 " 3)All plates are MT20 plates unless otherwise indicated. 0+ 7 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3140// .O 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide948dmechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=414, �cPED PROi6S 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �C� *..." fF4 s�0 standard ANSI/TPI 1. Q / - PE 9`, 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OREGON^ . Q 12 G �<Y 12 20 +`r 4t I/OSEPH V� RENEWAL DATE 12/31/2011 September 26,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structurelia:likiliP - ,' is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A 1. -- .F 14961871 B1111742 A04 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:10 2011 Page 1 I D:U Un4sOiCrT8clwX10kXlo2yaI N L-PJ Mfbx?ZUOQ8B KhAl2 rVYarxOnG Vp466Dd4m W hyai Y7 I 19-3-2 I 38-9-6 19-9-61 19-3-2 19-6-4 1-0-0 Scale=1:67.3 5x6 = 5.00 12 11 10 0 12 9 - 13 3x6 14 3x6 8 ,1 15 67 f. 16 5 17 (3 20 1111111H1.- 4 - 3 • 19 2 ' 1 ��2122 N. O o 3x6 = 3x6= 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x6 = I 38-9-6 38-9-6 Plate Offsets(X.Y): [7:0-1-13.0-1-8].[15:0-1-13.0-1-8].[31:0-3-0.0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 22 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.01 22 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 21 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 21 n/r 90 Weight:212 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 11-31 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 38-9-6. (Ib)- Max Horz 1=-139(LC 6) Max Uplift All uplift 100 lb or less at joint(s)1,21,32,33,34,35,36,37,38,30, 29,28,27,26,25,24 except 39=-121(LC 5),23=-103(LC 6) Max Gray All reactions 250 lb or less at joint(s)1,21,31,32,33,34,35,36,37, 38,30,29,28,27,26,25,24 except 39=280(LC 9),23=282(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 10SBPH b TOP CHORD 10-11=-40/261,11-12=-40/256 ,.\� OF W 67.w„,...„,„.,NOTES ' f (i.. �p .. 1)Unbalanced roof live loads have been considered for this design. cl - - 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry .dIS ' 3sr,868 , Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. p 4)All plates are 2x4 MT20 unless otherwise indicated. ,fid 1 d 5)Gable requires continuous bottom chord bearing. fbNAL 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� O PRD FS 9)A plate rating reduction of 20%has been applied for the green lumber members. clE f 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,21,32,33,34,35, �y �NGINEF9 4, 36,37,38,30,29,28,27,26,25,24 except(jt=lb)39=121,23=103. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ..... /%';.' •E 9r standard ANSI/TPI 1. / 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. OREGON Q LOAD CASE(S) Standard l!;, 4 1-12 201,4 ✓0SEPN�� RENEWAL DATE'12/31/2011 September 26,2011 t AWARNING-Verify design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, f�y�I�s delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. ,Job - t Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A 14961872 B1111742 A-FURN FAN 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:11 2011 Page 1 ID:UUn4sOiCrT8cIwXlOkX1o2yaINL-uVw1 pHOBFKZ?pUGNaINk4nOuVBQYYOpFSHgJ27yaiY6 11-0-9 6-11-5 13-2-12 I 19-6-4 I 25-9-12 32-1-3 I 39-0-8 410-0.8 1-0.0 6-11-5 6-3-8 6-3-8 6-3-8 6-3-8 6-11-5 1-0-0 Scale=1:72.3 3x6= 5.0012 3x10 % 3x10 6 „ *;- 8 2x4 11 3 2x4 I 3x6 _ 4 0 - - 10 a's t,,, 3x4% 3x4 3 11 1 2 ii/` § CN■ d mb i b� am @ 12 13 Iv 1";0 0 4x10= 18 17 19 20 16 21 22 15 14 4x10 = 2x4 I I 5x14 = 4x8 4x8 I I 4x6_ 4x8 I I 4x8 5x14= 2x4 II I 6-11-5 I13-2-12 25-9-12 I 32-1-3 I 39-0-8 I 6-11-5 6-3-8 12-6-15 6-3-8 6-11-5 Plate Offsets(X.Y): [2:0-0-0.0-0-4].[6:0-4-0.0-1-8].[7:0-3-0.Edge].[8:0-4-0.0-1-8].[12:Edge.0-0-4].[15:0-6-4.0-2-0].[17:0-2-12.0-2-0] LOADING(psf) SPACING 2-3-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.47 14-15 >987 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.86 14-15 >538 180 BCLL 0.0 * Rep Stress Incr NO WB 0.75 Horz(TL) 0.24 12 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:234 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins(2-0-2 max.) BOT CHORD 2 x 4 DF No.1&Btr G*Except* (Switched from sheeted:Spacing>2-0-0). B2:2 X 12 DF No.2 G BOT CHORD Rigid ceiling directly applied or 7-8-15 oc bracing. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s):7 REACTIONS (lb/size) 2=2164/0-5-8 (min.0-2-5),12=2164/0-5-8 (min.0-2-5) Max Horz2=-146(LC 6) Max Uplift2=-447(LC 5),12=-447(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-4592/733,3-4=-4136/557,4-5=-4002/578,5-6=-4064/679,8-9=-4064/664, 9-10=-4002/564,10-11=-4136/543,11-12=-4592/733 BOT CHORD 2-18=-703/4129,17-18=-707/4145,17-19=-270/3022,19-20=-270/3022,16-20=-270/3022, 16-21=-270/3022,21-22=-270/3022,15-22=-270/3022,14-15=-562/4145, 12-14=-558/4129 j0S - b�F WEBS 5-17=-519/317,9-15=-519/317,3-17=-523/301,6-17=-242/1506,8-15=-236/1506, 4, OF W >, 11-15=-523/316,6-8=-2897/506 4- foci //^4, p no NOTES 02 . - 1)Unbalanced roof live loads have been considered for this design. k- 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever • left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 oaf+ 48398 03)200.0Ib AC unit load placed on the bottom chord,19-6-4 from left end,supported at two points,5-0-0 apart. � Igfl* 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. *NON06 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will AL fit between the bottom chord and any other members,with BCDL=10.0psf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=447, 12=447. SO PROPe, 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced •• •• INt standard ANSI/TPI 1. mac? �NGINEE9 S/may 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 85525PE 9r 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard GRAPHICAL PURLIN REPRESENTATION DOES NOT DEPICT THE SIZE OR THE ORIENTATION pL OREGON,,, �Q OF THE PURLIN ALONG THE TOP AND/OR BOTTOM CHORD. PURLINS MUST BE 94, G<)'12 2°N,c,- -DESIGNED BY OTHERS FOR SIZE,AND POSITIONED IN SUCH A WAY AS TO SUPPORT 'JOSEPH O- THE IMPOSED LOAD ALONG THE CLEARSPAN OF THE PURLIN. RENEWAL DATE 12/31/2011 September 26,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members am for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at w.vw.sbcindustry.com. Job Truss Truss Type Qty Ply DR NORTON 3S20 ELEV-A L_ — .y 14961873 81111742 B01 GABLE 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:12 2011 Page 1 I D:UUn4sOiCrT8clwX10kX1o2yaINL-MiUPOdOpOdhsRdrZ8Tuzd?xHSbywHOuOhxZsbZyaiY5 1 -1-0-0 1 9-7-0 I 19-2-0 1 20-2-0 1 1-0-0 9-7-0 9-7-0 1-0-0 Scale=1:34.8 4x4= 6 2x4 II a 2x4 11 5.00 12 5 7 2x4 II 2x4 11 4 8 2x4 11 Lki2x4 II " 3 0 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII b.._ 9 r Y 2 -...11111111111A16111 10 Y Y II iY V Y M ll ll I ral 11 Iv 0 .4 lid I PA'I IPA I PA Pal Pi..I I PRI FA Pi. 1 PIM PA I the:A I'i.1 P.A PA ri A I I 1 a&ill I WI l I Pin PA I IlMl l':i I PAI P.illta I!A I P.i.V.LI&V.i.VIP 21Wil PAR A I Ili.el W.Mill P.i I I IP M 101 PA 18 A I Ill tik,I 1.41 I I%I PA P.A.118 A c, 3x6 — 18 17 16 15 14 13 12 3x6—2x4 1 I 2x4 II 2x4 II 2x4 H 2x4 II 2x4 II 2x4 II I 19-2-0 I 19-2-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) 0.00 11 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.01 11 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight:80 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 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 19-2-0. (Ib)- Max Horz2=-71(LC 6) - Max Uplift All uplift 100 lb or less at joint(s)2,10,16,17,14,13 except 18=-105(LC 5),12=-105(LC 6) Max Gray All reactions 250 lb or less at joint(s)2,10,15,16,17,14,13 except 18=289(LC 1),12=289(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES ' SoSEPli O 1)Unbalanced roof live loads have been considered for this design. `4 SOF WAStr,fi-FT 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever -_''WW left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 A. 7" i• 30 .- 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry q y Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. / - 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. , rd 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 .b•480 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 ISlB�" fit between the bottom chord and any other members. t8/0NA( 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,10,16,17,14,13 except(jt=lb)18=105,12=105. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ��RED PROpt 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. -: tNGINCE. 4S'j09. 0 LOAD CASE(S) Standard % SPE '�- 10' 8-Et: . -v ,4 12 2 °''`-�Am, ✓OSEP% V� RENEWAL DATE:12/31/2011 September 26,2011 1 AL AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ek of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uC SBCA at www.sbcindustry.com. CONSULTING R ,lob - 1 Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A 4961874 B1111742 B02 FINK 6 1 Job Reference(optional) ' Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:13 2011 Page 1 ID:UUn4sOiCrT8clwXlOkXlo2yalNL-qu1 oEy1 Rnxpj2nQIiAPCACTRT?DfOPOYvbJQ70yaiY4 1 -1-0-0 1 5-1-6 I 9-7-0 I 14-0-10 I 19-2-0 120-2-0 I 1-0-0 5-1-6 4-5-10 4-5-10 5-1-6 1-0-0 Scale=1:34.8 4x4= r 4 El 5.00 12 2x4 \\ '4111111111111114* 2X4 // 3 5 a *� � 4r 2 6 3 r ii v 01 7Id s 8 0 0 3x6 = 3x4= 3x4 = 3x6 = s6-3o I 12-11-0 I 19-2-0 6-8-0 6-3-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.05 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.16 8-9 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:77 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-15 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 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=864/0-5-8 (min.0-1-8),6=864/0-5-8 (min.0-1-8) - Max Horz2=-71(LC 6) Max Uplift2=-272(LC 5),6=-272(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1539/378,3-4=-1382/368,4-5=-1382/368,5-6=-1539/379 BOT CHORD 2-9=337/1356,8-9=-141/890,6-8=-266/1356 WEBS 3-9=-298/215,4-9=-141/517,4-8=-142/517,5-8=-298/215 NOTES AQSEflj O 1)Unbalanced roof live loads have been considered for this design. tl t�„F. 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever 4� SOF T�+� left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 *0 /'1. Ot`f' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .. 4)*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. ` ki 5)A plate rating reduction of 20%has been applied for the green lumber members. AS r 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=272, 04839$ 6=272. O j ggS9 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced BditONA1.' O standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ED PROF.- S ���6 �:0GINIFF9 soy Q /= ,.PE r- /I .4..i v. of s - 9'L G<)'12 20� ' 'OSEPN 0�' RENEWAL DATE: 12/31/2011 September 26,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULflNGCLC Job Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A A - - '+t' 14961875 61111742 BP-1 FLAT 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:13 2011 Page 1 ID:UUn4sOiCrT8ctwX10kXIo2yaINL-qu1 oEy1 Rnxpj2nQIIAPCACTIf?HROH9YvbJQ70yaiY4 1 1-10-6 1 1-10-6 Scale=1:45.8 12 34 G'...'SMiTI II 11 11 I11-r1 87 65 3x6 11 5x6 1 11--110-60-6 1 Plate Offsets(X.Y): [2:0-3-0,0-1-121.16;0-2-8.0-3-0] -. LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.00 7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 7 >999 180 BCLL 0.0 * Rep Stress lncr YES WB 0.76 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:33 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins:1-4, except end verticals. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 2-7,2-6 JOINTS 1 Brace at Jt(s):2,3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer " Installation guide. REACTIONS (lb/size) 7=68/0-5-8 (min.0-2-2),6=68/0-5-8 (min.0-2-2) Max Horz7=112(LC 9) Max Uplift7=-1963(LC 11),6=-1963(LC 14) Max Grav7=2008(LC 10),6=2008(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-7=-1989/1974,2-3=-349/349 JOSEPH b BOT CHORD 6-7=-294/294OF Wap, 4'..WEBS 2-6=-1978/1978 4 o� o `W NOTES 1)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever / • left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Providehis has adequate drainagesito orprevent water bottom ponding. .e+j0'`�44183 � � 3)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 4)*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 I fit between the bottom chord and any other members. '1Aj, O 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=1963, 6=1963. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. <EskED .. PRo 8)This truss has been designed for a total drag load of 500 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag �.. �A IG NEF9 S/, loads along bottom chord from 0-0-0 to 1-10-6 for 268.2 plf. 4r y 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. - / .' LOAD CASE(S) Standard OREGON q 9 (/e/4 12 20"s.' A ✓OSEPN 'O‘' - RENEWAL DATE:12/31/2011 September 26,2011 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability El of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. - -- --- - Yob . 4 Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A 14961876 B1111742 BP-2 FLAT 5 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:14 2011 Page 1 I D:UUn4sOiCrT8clwXIOkXIo2yaINL-14bAR123YFxagx?yGuwRiQOTYPdglkZh8F2zfSyaiY3 1 1-10-6 1 1-10-6 12 34 Scale=1:45.2 fm' s! II gill'�// 1,-r I ■ r.. L�MINIM1 87 65 3x6 I I 5x6= 1 1-10-6 1 1-10-6 Plate Offsets(X.Y): [2:0-3-0.0-1-12].[6:0-2-8,0-3-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.00 7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 7 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.75 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:33 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD 2-0-0 oc purlins:1-4, except end verticals. -BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 2-7,2-6 JOINTS 1 Brace at Jt(s):2,3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=68/0-5-8 (min.0-2-2),6=68/0-5-8 (min.0-2-2) Max Horz7=112(LC 9) Max Uplift7=-1935(LC 11),6=-1935(LC 14) Max Grav7=1980(LC 10),6=1980(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-7=-1961/1946,2-3=-349/349 - BOT CHORD 6-7=-294/294 SO w DA-�' WEBS 2-6=-1951/1951 4A 4,OF WASu_ l NOTES /0"-`�A�� 1)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever to w/` left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 - ' r 2)Provide adequate drainage to prevent water ponding. ;_ „d4 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'rf 48398 4)*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 94 1STV9 fit between the bottom chord and any other members. 3IONAI 1 ' 5)A plate rating reduction of 20%has been applied for the green lumber members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)7=1935, 6=1935. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. .E�t,rj PROpSs 8)This truss has been designed for a total drag load of 500 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag F9 loads along bottom chord from 0-0-0 to 1-10-6 for 268.2 plf. �c\� t-'' E S y 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 5PE 9r 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard .'� L v OREGON y e 92 G4 .122°1t�' 4bSEPN O� RENEWAL DATE:12/31/2011 September 26,2011 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint iimsit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, c,/ delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A F' ri. 14961877 61111742 CO1 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:15 2011 Page 1 ID:UUn4s0iCrT8clwXI0kX1o2ya1NL-mH9Yee3ilY3Q15a8pbRgFdZgGoszUlQrNvoXBuyaiY2 I-1-0-0 I 7-11-4 I 15-10-8 6-10-81 1-0-0 7-11-4 7-11-4 1-0-0 Scale=1:46.6 4x4= 2x4= 3 2x4 Q 1 2x4 I I 8.00 12 - �+ 2x4 11 2x4 I I Lc gr in OAlkil AllpiSF\‘1111 �2 II \ G16r 4 ,I1r� f♦rt Y-Y��� 1l 01`�� 7 5x6_ 6 2x4 ll 2x4 II , 2x4 // 2x4 \\ 3x6 II 2x4 I I 5-6-4 10-4-4 15-10-8 I 5-6-4 i 4-10-0 i 5-6-4 Plate Offsets(X.Y): [2:0-0-13.Edge].[3:0-2-0.0-0-4].[3:0-2-0.0-1-12].[4:0-2-7.0-0-14].[6:0-2-8.0-0-0].[9:0-1-9.0-1-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) 0.08 2-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.13 2-7 >969 180 BCLL 0.0 * Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:93 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except* MiTek recommends that Stabilizers and required cross bracing W1,W3:2 X 6 DF No.2 G be installed during truss erection,in accordance with Stabilizer OTHERS 2 x 4 DF Std G Installation guide. WEDGE Left:2 X 4 SYP No.3,Right:2 X 6 SYP No.2 REACTIONS (lb/size) 2=535/0-5-8 (min.0-1-8),4=353/0-5-8 (min.0-1-8),6=565/0-5-8 (min.0-1-8) Max Horz2=-189(LC 3) Max Uplift2=-206(LC 5),4=-198(LC 6),6=-71(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-491/138 A00.1'111)4, BOT CHORD 2-7=-40/269 � }� WEBS 3-7=-1/251,3-6=-426/111 -� O Asl(q, lir ', +Ok ' NOTES 1 / 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever "' left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ;, „b 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry st4$398°� Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 44.4?q13T8rs'' 4)Gable studs spaced at 2-0-0 oc. $`t0NAL'aA 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb)2=206 ' -AEQ PROFFS 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��,4=198. �� �NGINE'E ,0/may standard ANSI/TPI 1. a - 5PE 9- 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 7 LOAD CASE(S) Standard OREG. " < ri/ 4r 12 2 - `OSEPH 10- _ RENEWAL DATE:12131/2011 September 26,2011 6 11 before use.Desi n A WARNING-Verify design parameters and read notes on this Truss Design Drawing and i showtl an Reference Sheet(rev.03 ) g valid for use wdh MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ' ' 7 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, ��) delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. ob - - + Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A 14961878 81111742 CO2 COMMON TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:15 2011 Page 1 I D:UUn4sOiCrT8clwXI0kX1o2ya1NL-mH9Yee3ilY3Q15a8pbRgFdZgGoszUlQrNvoXBuyaiY2 1-100 17-11-4 I 15-10-8 116-10-8 1 7-11-4 7-11-4 1-0-0 454= Scale=1:39.0 3 u hN' .. 8.00 12 - \lhhihh ko r; 2X17 4v v '_ 4 5 ^ AtIa,mm oraI.1 I.A. 5x8 = 2x4 // 6 5x8= 2x4\\ 1 5-6-4 I 10-4-4 1 15-10-8 1 5-6-4 4-10-0 5-6-4 Plate Offsets(X.Y): [2:0-2-7.0-0-14].[3:0-2-0.0-1-12].[4:0-2-7.0-0-14] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) 0.08 2-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.13 2-7 >969 180 BCLL 0.0 * Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:70 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. - BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection,in accordance with Stabilizer Left:2 X 6 SYP No.2,Right:2 X 6 SYP No.2 Installation guide. REACTIONS (lb/size) 2=535/0-5-8 (min.0-1-8),4=353/0-5-8 (min.0-1-8),6=565/0-5-8 (min.0-1-8) Max Horz2=-189(LC 3) Max Uplift2=-206(LC 5),4=-198(LC 6),6=-71(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-491/138 BOT CHORD 2-7=-40/269 , WEBS 3-7=-1/251,3-6=-426/111 jQSEPK b NOTES • `6. OF WA ,_ ,--}>' 1)Unbalanced roof live loads have been considered for this design. -s 4Q '/-1" ,Q 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever /. / left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 °y 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - ` 4)*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. redo 4S39 ,� 5)A plate rating reduction of 20%has been applied for the green lumber members. ,, I 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb)2=206 Bal0 164 4=198. NAL 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard '.PED PROPic 4,.., �NGINE '9 d/Oy Qr 5 PE r Al �,t. 1,OREGON Q 92 G<� 12 2°N -0.' '/OSEPN OO RENEWAL DATE:12/31/2011 September 26,2011o A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint =Eli/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A r--- -4 14961879 B1111742 D01 COMMON TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:16 2011 Page 1 I D:U Un4s0iCrT8clwX10kXIo2yaINL-ETjws_4K3sBHvF9KNlyvnr5zwCJ7 Dpr_cZX4kLyaiY 1 0 7-8 6-9-8 I 13-7-0 4-2-8I� 10-7-8 6-9-8 6-9-8 0-7-8 4x4= Scale=1:34.9 5 -, 2x4 I I INN I 8.00 12 6 4 p 2x4 I 2x4 I I 3 7 II 111111.. 2 I .411 J Y Y Y i Y ` 8 9 Io 3x6= 14 13 12 11 10 3x6= 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II I 13-7-0 I 13-7-0 Plate Offsets(X.Y): [2:0-3-9.0-1-81.18:0-3-9.0-1-8) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) 0.00 9 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) 0.00 9 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 8 n/r 90 Weight:62 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 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 13-7-0. (lb)- Max Horz2=161(LC 4) Max Uplift All uplift 100 lb or less at joint(s)2,8,13,11 except 14=-124(LC 5), . 10=-124(LC 6) Max Gray All reactions 250 lb or less at joint(s)2,8,12,13,14,11,10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES A0SEPF[b 1)Unbalanced roof live loads have been considered for this design. �� 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever O*WA���`r'q` T left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 h$� //i, 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry to . ,, . Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. ` / 4)Gable requires continuous bottom chord bearing. • r 5)Gablet studs spaced at e oc. /6 4.6434309ar 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anyother live loads. 04. 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 NON- 1 b fit between the bottom chord and any other members. AL 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,11 except (jt=lb)14=124,10=124. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. L�4tp PROpeS 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ��.., •�3GINEF. 4' LOAD CASE(S) Standard �/ 855 5PE 9r 1 OREGON ct V,j, 12 2Ous k41 `rOSEP1i P RENEWAL DATE:12/31/2011 September 26,2011 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint17151 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �y delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. blob - - Truss Truss Type Qty Ply DR HORTON 3520 ELEV-A 14961880 81111742 D02 HOWE 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:18 2011 Page 1 I D:UUn4sOi CrT8clwX10kX1o2yaIN L-AsrhHg 5abTR?9YIIYj?NsGBFDOn5haxH3t0BoDyaiY? I 3-8-13 I 6-9-8 I 9-10-3 I 13-7-0 3-8-13 3-0-11 3-0-11 3-8-13 4x6 I I Scale=1:35.3 3 Ar, I i/ w 6, ��IIIIIII'IIIL.III�IIIiI.IIIL Io �/ HUS26 8 HUS26 7 HUS26 6 HUS26 �� 4x8 4x8 i 3x6 II 8x8= 3x6 II \ HUS26 HUS26 I 3-8-13 6-9-8 9-10-3 I 13-7-0 I 3-8-13 3-0-11 3-0-11 3-8-13 Plate Offsets(X.Y): 11:0-2-10.o-2-0].[2:0-2-0.0-1-8].[4:0-2-0.0-1-8].[5:0-2-10.0-2-0].[6:0-4-8.0-1-8.[7:0-4-0.0-4-8].[8:0-4-8.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.06 7-8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.15 7-8 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.59 Horz(TL) 0.05 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:146 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-11-1 oc purlins. - BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W3:2 x 4 DF No.1&Btr G _REACTIONS (lb/size) 1=5725/0-5-8 (min.0-3-1),5=5725/0-5-8 (min.0-3-1) Max Horz1=156(LC 4) Max Uplift1=-1791(LC 5),5=-1791(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-7591/2368,2-3=-5260/1690,3-4=-5260/1690,4-5=-7591/2369 . BOT CHORD 1-8=-1948/6202,7-8=-1948/6202,6-7=-1893/6202,5-6=-1893/6202 WEBS 2-8=-808/2689,3-7=-1785/5589,4-6=-809/2689,2-7=-2407/848,4-7=-2407/849 • NOTES , 11QSBS'$46, 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �F' OV W�^ 4> Top chords connected as follows:2 x 4-1 row at 0-7-0 oc. �� . `W Bottom chords connected as follows:2 X 6-2 rows at 0-6-0 oc. 1 . °'4, Webs connected as follows:2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply I , connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 'r 3)Unbalanced roof live loads have been considered for this design. wet\��4834$ �y� 4)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp,B;enclosed;MWFRS(low-rise)gable end zone;cantilever 44.-.471 left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 '8BS�NO1� 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 20.0psf 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. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=1791, .. (.54.0 pRO�fs 5=1791. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �C. �taGINEk, S> standard ANSI/TPI 1. Q 855 5PE 9r 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. -11)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-0 from the left end to 12-0-0 to connect truss(es)A-SERIES(1 ply 2 x 4 DF) to front face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. ,OREGON Q OAon page Standard 92 G4) 12 20',.t 4:- Continued "OSEPH V' RENEWAL DATE 12/31/2011 September 26,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability El of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ ij diagonal bracingto insure stabilityduringconstruction is the responsibility of the installer.Additional 9 P ty permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CpNSI/lT/NGLLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A .1, '+t 14961880 B1111742 002 HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:18 2011 Page 2 I D:U Un4s0i CrT8cIwXl0kXlo2yaI N L-AsrhHg5abTR?9YIj Vj?NsG BFD0n5haxH3t0BoDyaiY? LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-808(F=-788),1-3=-64,3-5=-64 t ► AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uc SBCA at www.sbcindustry.com. lylob -- •, Truss Truss Type Qty Ply DR HORTON 3S20 ELEV-A 14961882 B1111742 E01 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 15:37:18 2011 Page 1 I D:U Un4sOiCrT8cIwX10kX1o2yaIN L-AsrhHg 5abTR?9YIjVj?NsGBG GOzJhig H3t0BoDyaiY? I -1-0-0 5-3-8 I 10-7-0 11-7-0 1-0-0 5-3-8 5-3-8 1-0-0 4x4= Scale=1:26.9 3 /1 - 1111 , 22X4hh1iI45T, 2x4 I I 6 2x411 IPA 3x6 = 2x4 I I 3x6= I 5-3-8 10-7-0 I 5-3-8 5-3-8 Plate Offsets(X.Y): [2:0-3-9,0-1-8].[4:0-3-9.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.02 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.05 2-6 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:45 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 DF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. - REACTIONS (lb/size) 2=504/0-5-8 (min.0-1-8),4=504/0-5-8 (min.0-1-8) Max Horz2=127(LC 4) Max Uplift2=-176(LC 5),4=-176(LC 6) FORCES (Ib)-Max.Comp./Max.Ten. All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-493/107,3-4=-493/107 BOT CHORD 2-6=0/314,4-6=0/314 NOTES 10SEPH b . 1)Unbalanced roof live loads have been considered for this design. A-r 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever . SOF a'''`SRl,t left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 A " i.. O v 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry / �1. Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. / 4)Gable studs spaced at 2-0-0 oc. �r 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ad 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 will0 48398 ik- fit between the bottom chord and any other members. o4'Teo 7)A plate rating reduction of 20%has been applied for the green lumber members. 'ON 1 i " 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=176, • 4=176. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ���EU PRQfFS NGINE 6> LOAD CASE(S) Standard �co Fig a // i .PE 9t,— ,4. ,OREG•` A- /4, - y2 G<V 12 20N- ,<41 - "ibSEPH`CP" RENEWAL DATE 12/31/2011 September 26,2011 mak, - AWARNING-Verify design parameters and road notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraintZit designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. ( t , 1- r , ?_ Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y Failure to Follow Could Cause Property 1 �q offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury 111M11. Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) ink Apply plates to both sides of truss 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI1. 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0-/16 1 2 3 may require bracing,or alternative T,I,or Eliminator TOP CHORDSbracing should be considered. MilirlEM 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Ell 4. Provide copies of this truss design to the building IM411or W EBS ® 4 designer,erection supervisor,property owner and p all other interested parties. 5. Cut members to bear tightly against each other. For 4 x 2 orientation,locate � 6. Place plates on each face of truss at each plates 0-1/16"from outside O joint and embed fully.Knots and wane at joint locations are regulated by ANSI/TPI 1. edge of truss. c-a cba cs-b O 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. BOTTOM CHORDS 8. Unless otherwise noted,moisture content of lumber - This symbol indicates the 8 7 6 5shall not exceed 19%at time of fabrication. re uired direction of slots in 9. Unless expressly noted,this design is not applicable for q use with fire retardant,preservative treated,or green lumber. connector plates. 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to *Plate location details available in MiTek 20/20 camber for dead load deflection. software or upon request. 11.Plate type,size,orientation and location dimensions JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE indicated are minimum plating requirements. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 12.Lumber used shall be of the species and size,and THE LEFT. in all respects,equal to or better than that PLATE SIZE specified. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 13.Top chords must be sheathed or purlins provided at The first dimension is the plate spacing indicated on design. 4 x 4NUMBERS/LETTERS. 14.Bottom chords require lateral bracingat 10 ft.spacing, width measured perpendicular q to slots.Second dimension is or less,if no ceiling is installed,unless otherwise noted. the length parallel to slots. 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior PRODUCT CODE APPROVALS approval of an engineer. LATERAL BRACING LOCATION 17.Install and load vertically unless indicated otherwise. ICC-ES Reports: 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with ,it Indicated by symbol shown and/or ESR-1311,ESR 1352,ER 5243,9604B, project engineer before use. bytext in the bracingsection of the 19.Review all portions of this design(front,back,words 9730,95 43,96 31,9667A and pictures)before use.Reviewing pictures alone output. Use T,I or proprietay bracing NER-487,NER-561 is not sufficient. (e.g.eliminator)if indicated. 951 10,84 32,96 67,ER 3907,9432A 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.Unless information is otherwise provided to DrJ in writing, BEARING the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related design 1 assumptions(e.g.spans,profiles,deflection,etc.)found on each of the Indicates location where bearings individual design drawings. (supports) occur. Icons vary but 22.These trusses are designed using MiTek Sapphire 'il ©2011 DrJ Consulting,LLC All Rights Reserved standard analysis methods in accordance with ��� reaction section indicates joint ANSI/TPI 1 and related proprietary information. 11.1=111 � number where bearings occur. 23.It is extremely important to properly install temporary lateral restraint and diagonal bracing,in accordance with BCSI-B2 _� or using proprietary methods(e.g.Stabilizer,etc.). 24.Sheathing applied in the plane of the truss is not considered in the Industry Standards: design of the individual truss components unles specifically noted. ANSI/TPI l: National Design Specification for Metal 25.Graphical purlin representation,if shown,does not depict the size or Plate Connected Wood Truss Construction. orientation of the purlin along the top and/or bottom chord.Purlins mus be designed by others for size,and positioned in such a way as to support DSB-89: Design Standard for Bracing. DrJ Consulting, LLCthe imposed load along the clearspan of the purlin. BCSII: Building Component Safety Information, Guide to Good Practice for Handling, G'�HStlLTING LLC 6300 Enterprise Lane Installing&Bracing of Metal Plate Connected Wood Trusses. Madison, WI 53719