Loading...
Plans (59) ct- RECEIVEI ��r7rz e '`• e r AO MAY 23201 . `� 5t-03-05 CITY OF TIGARD ,-i 20-00-00 k-- BUILDING DIVAN s = u - 00 5 D m SJ. I / s.4ot ( ,I/ Zmm i .y SJ2 r— f7 a2 lies"'-I2; %�i _"-,II ,II III "I 2 i/ w m '�'�• ' jggd • Ias O 1�� 1 z 1 u -I I ', al .II 'I ..., , p �I ICI lJA{.(5)1 ,k!ii E d . i I :Alit ■a.•.i I —Ii I � i iu 1111 1 ill 17- A S �l__ {pY AOSA ' Yw S �.� A05 I� III U . - - -- II 71 '--- I ��v as I h. N . Aa I e, ,.. �,`3 a00 I NI 11 .11111111111\111=111 i., 1.1111,1,ii 1411 a Para [• 41 Oar, \E1� i i i wi E.'., 'i Ni $i v 8i Ni S; 2;; LI r 17-02-00 r 27-01-0e r 7 00 00 li f51-09-05 i C9 THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING 15877 SE 98th Ave These trusses are designed as individual building t3 � components to incorporated into the buildingdesign P R Q S l dPtP TCLLD (PSF):25 Clackamas OR 97015 at the specification of the building designer.See the XI compose sd to be sheets for each trues 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 y BUILDER: BATE: SCALE: Ball,(PSF):10 DR Horton .t 1\7(r roof and floor system and for the overall structure.The • 09�23//4011 10 design of the truss support structure including headers, TL(PSF):42 beams,walls,and columns is the responsibility of the Roof Pitch:5.7/12 Ii ► PROJECT: DRAWN JOB N: building designer.For general guidance regarding Wind Speed:ILO 3725 Plan Elev B BY: Dennis B B1111741 bracing,consult"Bracing of wood trusses"available from the Truss Plate Institute,583 D'Onifrio Drive, Exposure:B ADDRESS:OR JESIA Madison,WI 53179 LL DEFL:L/240 . .111411 CONSULTING uc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1111741 MiTek 20/20 7.2 DR Horton-3725 Plan Elev B 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: 14961628 thru14961650 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. 85525PE r OREGON 1 ti G%%'12 2 % ✓os . RENEW. 0• September 23,2011 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. r, I� CONSULTING ccc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1111741 MiTek 20/20 7.2 DR Horton-3725 Plan Elev B 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: 14961628 thru14961650 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 Op wn11 6 /s 48398 !AK./' September 23,2011 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/TP1 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. • Job Truss Truss Type Qty Ply DR Horton-3725 Plan Eles B 14961628 131111741 A01 California Truss 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clarkamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23:04 2011 Page 1 ID:YAb1D9Ny3V1 RdDKv84Ahkkyal4F-?OBxwkdbKfmvgbohEVhRresZO21d2Do2g1?62yakVr r1-0-0r 3-8-8 7-5-7 7-11- 1 11-6-12158-12 19-1-13 1 1 23-5-027-1-8 Ff3-1-BI 1-0-0 3-8-8 3-8-14 08-4 3-7-1 3-11-15 3-7-1 0.6.-0 3-8-14 3-8-8 1-0-0 Scale=1:53.5 8x10= 2x4 II 3x8= 8x10 = 4 E19 �20 21 2266 23 . 24 7.00 12 I•-=' 3x4 3x4 3 8 Y 2 9 N till n0 • nn nn nn n OCR] nn� nn nn nn nn gig ,,- 1DI. o 25 28 27 28 29 30 3114 32 33 34 35 36 37 la; 17 16 15 13 12 11 3x8 1=1 LUS24 LUS24 LUS24 5x6_ LUS24 -LUS24 LUS24 3x8 2x4 _3x4= 3x10 2x4 3X8 — 2x4 I I LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 I 3-8-8 7-5-1 7-4-7 11812 I 15-6-12 I 19-8-1 19--7 23-5.0 27-1.8 I 3-8-8 3-8-8 0-0-6 4-1-5 3-11-15 4-1-5 0-0-6 3-8-8 3-8-8 Plate Offsets(X.Y); 12:0-2-1.0-1-81[3:0-1-12.0-1-8],[4.0-6-13 0-2-3] V-0-6-13 0-2-3] 18'0-1-12 0-1-81 (9:0-2-1,0-1-81 11500-4-8 0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) 0.1513-15 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.2513-15 >999 180 BCLL 0.0 * Rep Stress Inc" NO WB 0.46 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:343 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins,except T2:2 X 6 DF No.2 G 2-0-0 oc purlins(6-0-0 max.):4-7. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 x 4 DF Std G 8-9-6 oc bracing:13-15 8-9-8 oc bracing:12-13. REACTIONS (lb/size) 2=3307/0-5-8 (min.0-1-12),9=3307/0-5-8 (min.0-1-12) Max Horz2=-150(LC 3) Max Uplift2=1828(LC 5),9=-1828(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=5809/3228,3-4=-5721/3456,4-18=6333/3969,18-19=-6333/3969,5-19=-6333/3969, 5-20=-6333/3969,20-21=-6333/3969,21-22=-6333/3969,6-22=-6333/3969, • 6-23.r-0915/3044,23-24=-4915/3044,7-24=-4915/3044,7-8=-5722/3452,8-9=-5806/3230 BOT CHORD 2-25=-2746/4914,17-25>2746/4914,17-26=-2746/4914,26-27=-2746/4914, SpSEPIL dp� 16-27=-2746/4914,16-28=2928/4964,28-29=-2928/4964,15-29=-2928/4964, "-Y 15-30=-3812/6335,30-31=3812/6335,14-31=-3812/6335,14-32=-3812/6335, ' OF WASAttii, . 13-32=-3812/6335,13-33—3812/6335,33-34=-3812/6335,12-34=-3812/6335, —.$ S4' c O) �"A 12-35=-2663/4911,35-36=-2663/4911,11-36=-2663/4911,11-37=-2663/4911, co/ / 13 9-37=-2663/4911 WEBS 3-16=-452/250,4-16=0/501,4-15=-1373/2068,5-15=-1251/1099,6-13=0/398, `/! ■ 6-12=-2106/1416,7-12=-922/1853,8-12=-452/255 'NOTES O, `ODI Sa'61ao 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: *8/0. Top chords connected as follows:2 x 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. AL Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. - 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 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. TkED PROf 3)Unbalanced roof live loads have been considered for this design. �5'C�NG►NEFEen 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 ,..,,CO 0y left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 : • ,- 11 5)Provide adequate drainage to prevent water ponding. i 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / 7)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will s lit between the bottom chord and any other members. 97 OREGON Q ett SiI/[j ip ipgociuction of 20%has been applied for the green lumber members. '4,✓G0,12 2011 k- '/OSEPl4 Q�� RENEWAL DATE:12/31/2011 September 23,2011 1 , AWARNING-Verify design parameters and reed notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an indvidual building component.Applicability l of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses end installer Lateral restraint it 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 budding stability bracing of the overall structure I 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 front CONSULTING Llc SBCA at www.sbcindustry.com. Job Truss Truss Type Oty -Ply DR Horton-3725 Plan Elev B ' 14961628 r B7777747 A01 Calilomia Truss 1 _ 2 Job Reference(optional) Pro-Build Clackamas Tails,Clackanlaa,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23:052011 Page 2 ID:YAbt D9Ny3V1 RdDKv84Ahkkyal4F-TblJ73eD5BrdX_A?EyOw_290JoO_MVTyHUnZeUyakVq NOTES 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1828 lb uplift at joint 2 and 1828 lb uplift at joint 9. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 12)Design assumes 4x2(Nat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 13)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starling at 2-0-12 from the left end to 25-0-12 to connect truss(es)JA01 (1 ply 2 x 4 DF) to front face of bottom chord. 14)Fill all nail holes where hanger is in contact with lumber. 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)579 lb down and 614 lb up at 7-11-9,446 lb down and 462 lb up at 10-0-12 ,363 lb down and 403 lb up at 12-0-12,432 lb down and 453 lb up at 13-6-12,363 lb down and 403 lb up at 15-0-12,and 448 lb down and 462 lb up at 17-0-12,and 579 lb down and 614 lb up at 19-1-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plc) Veil:1-4=-64,4-7=-64,7-10=-64,2-9=-20 Concentrated Loads(lb) Vert:18=-579 19=-446 20=363 21=-432 22=363 23=-446 24=-579 25=-58(F)26=-57(F)27=-57(F)28=-190(F)29=-57(F)30=-57(F)31=-57(F)32=-57(F)33=-57(F) 34=-190(F)35=-57(F)36=-57(F)37=-58(F) 1 r AWARNING-Verify design parameters and read notes on thus 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 lasses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainU 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,consul)ANSI/TPI 1,OSB-89 and BCSI(Building Component Safety Information)available from CONSULTING TIpGa U_C SBCA at www.sbandustry.com. R Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B 1 , 14961629 B1111741 A02 California Truss 1 1 Job Reference(optional) Pro-Buid Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 1323:06 2011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-TblJ73eD5BrdX_A?EyOw_292?o07MZZyHUnZeUyakVq I-1.0.0 1 4-8-8 I 9-7-4 9-111-171 13-6-12 I 17-1-13 17 22-5-0 27-1-8 F8-1-8 1-0-0 4-8-8 4-10-12 0-47 3-7.1 3-7-1 0-47 4-10-12 4-8-8 1-0-0 Scale=1:49.5 4x6 3x4= 4x6 13 5 14 7.00 12 2x4 2x4 N 3 7 Y o ' �r 2 B y11 I ID I v-I 9 )¢ d 1115 16 4x6= 12 10 4x6 = 3x8 = 3 3443= 9-5-1 9-714 17-6-4 17r47 27-1-8 I 9-5-1 0-2-3 7-11-0 0-2-3 9-5-1 Plate Offsets(X.Y1" 12:0-0-0,0-0-41.14:0-2-4 0-2-01[6:0-2-4 0-2-01.18:0-0-0.0-0-4j LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.14 10-12 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.43 8-10 >742 180 BOLL 0.0 * Rep Stress'nor YES VVB 0.19 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:129 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,except BOT CHORD 2 x 4 DF No.1&Btr G 2-0-0 oc purlins(6-0-0 max.):4-6. WEBS 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=1044/0-5-8 (min.0-1-8),8=1044/0-5-8 (min.0-1-8) Max Horz2=196(LC 4) Max Uplift2=-420(LC 5),8=-420(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1527/621,3-4=-1236/512,4-13=-986/496,5-13=986/496,5-14=-986/496, 6-14=-986/498,6-7=-1238/512,7-8=-1527/822 • BOT CHORD 2-12=-521/1266,11-12=-336/1036,11-15=-336/1036,15-16=-336/1036,10-16=-336/1036, : . 'OSEPH dig, 8-10=-422/1266 OFw --r. WEBS 3-12=-315/245,4-12=-72/441,6-10=-72/441,7-10=-315/245 AO ' NOTES 41 /6p/: 1, 1)Unbalanced roof live loads have been considered for this design. GGG��� 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 , .4 414, " O 3)Provide adequate drainage to prevent water ponding. /3 �-4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '�3ry18 130 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 *40 Oe' NAL 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 420 lb uplift at joint 2 and 420 lb uplift at joint 8. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��pED PROF(, standard ANSI/TPI 1. . 1AGlNES tSj 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �CO ' ' oy 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. Q 855 5PE 9r 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)104 lb up at 9-9-0,78 lb up at 12-0-12,78 lb down and 36 lb up at 13-6-12,and 78 lb up at 15-0-12,and 104 lb up at 17-4-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. �, OREGON Q' Q 1MASE ndard 92 G<V 12 20,,.F�`� jOSEPH VI.' RENEWAL DATE:12/31/2011 September 23,2011 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 designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraintilk 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 miner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, /a/ap delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CON. ViTING LLC SBCA at wwnv.sbdndustry.com. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B 14961629 r B1111741 A02 California Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackarnas,OR 97015-1129 7.250 sAug 25 2011 MiTek Industries,Inc Fri Sep 23 13:23:06 2011 Page 2 I D:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-snJhLPfrsVzU881BotX9XGhDICmM5?p5V8W6AwyakVp LOAD CASE(S) Standard 1)Regular:Lumber'Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,6-9=-64,2-15=-20,15-16=-60,8-16=-20 Concentrated Loads(lb) Vert 4=103 6=103 5=36 13=78 14=78 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design Emit 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, M�l �I delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONSULflNG LLC SBCA at wow.sbcindustry.com. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B 14961630 B1111741 A03 - California Truss 1 1 Job Reference(optional) Pro-Budd Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc. Fri Sep 23 13:23:07 2011 Page 1 I D:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-Pzs4YIfTdo5LmHKNMN2O3TEMcc3VgQQFkoGfjNyakVo 11.11.11 15-3-5 8-8 -'' 22-5-0 27-1-8f11--00-0-01 I2-25a-1I.81-] 2 11- 3 �1]-10- 2-25 P16-01--081 4-8-8 4-10-12 4-8-8 2 Scale=1:57.2 x4 II g 244 4x4'2", 5 7 10 4x4 Q 2x4 2xa i q 3 12 0 ,o 2 13 1 b� i� - 14]0 16 18 19 , 3x8= 17 3x8 II 15 3x8 = 346= 348 II 8x12= 3x8 II 8412 = I 9-5-1 9.7f4 17-6-4 I7A8-7 27-1-8 I 9-5-1 0-22-3 7-11.0 0-2-3 9-5-1 Plate Offsets(X.Y): 12'0-8-1 0-0-10) 14:0-1-12.0-2-01.[6:0-1-8.0-4-01.(8 0-0-9.0-1-81 f11;0.1-12.O-2-01.f13:0-8-1 0-0-101 115:05-0 0-2-41117 0-3-8.0-2-4] LOADING(psf) SPACING 2-0-0 C81 DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.41 Vert(LL) -0.13 13-15 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 • BC 0.58 Vert(TL) -0.42 13-15 >767 180 BCLL 0.0 " Rep Stress Incr YES WB 0.38 Horz(TL) 0.10 13 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:168 lb FT=100/a LUMBER 'BRACING TOP CHORD 2 x 4 OF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-11 oc purlins,except BOT CHORD 2 x 4 OF No.18Btr G 2-0-0 oc purlins(4-9-14 max.):4-11. WEBS 2 x 4 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W4:2 X 12 DF No.2 G MiTek recommends that Stabilizers and required cross bracing OTHERS 2 x 4 OF Std G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 2=1407/0-5-8 (min.0-1-8),13=1407/0-5-8 (min.0-1-8) Max Horz2=247(LC 4) Max Uplift2=-221(LC 5),13=-221(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2384/255,3-4=-2124/123,4-6=-1785/232,6-8=1842/229,8-11=-1785/220, • 11-12=-2125/110,12-13=-2384/243 BOT CHORD 2-17=-232/1996,17-18=0/1842,16-18=0/1842,16-19=0/1842,15-19=0/1842, - SQSEPH Up,_ 13-15=-1 03/1996 •s„ �-t" WEBS 3-17=-244/258,4-17=-29/823,6-17=-382/329,8-15=-382/329,11-15=-41/823, C� Q,OF W ? 12-15=-244/260 � ".. �. 0 NOTES I / /• x • 1)Unbalanced roof live loads have been considered for this design. �'r - 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 . =O ,�, left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 '� `��� -3)250.olb AC unit load placed on the bottom chord,13-6-12 from left end,supported at two points,4-0-0 apart. �+ 1IYI874" 4)Provide adequate drainage to prevent water ponding. .810NAY�1� 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,with BCDL=10.0psf. 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 221 lb uplift at joint 2 and 221 lb uplift at ... ct O PROpSS joint 13. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,Fe tNGINEc.9 Sjgo. standard ANSI/TPI 1. ,-••- 'E T- 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. / 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. ,,,��/ s LOAD CASE(S) Standard ✓OREG a'• ,x ,� 92 G4rt2 2p' - " is 'i°SEPH O" RENEWAL DATE;12/31/2011 September 23,2011 a WARNING-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 Z • of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it ' designations shown on individual web and chord members are for compression buckling only,not torbuilding 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,fabncation,quality control,storage, CONSULTING delivery,erection,lateral restrain and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSVLTI GLLC SBCA atsw .sbcindusiry.com. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B ' 14961631 a B1111741 A04 Common Truss 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 13:23:07 2011 Page 1 ID:YAb1 D9Ny3V1RdDKv84Ahkkyal4F-Pzs4YlfTdo5LmHKNMN203TEM1c4ggQBFkoGfjNyakVo )1-0-01 6-9-6 13812 20-4-2 1 27-1-8 ?8-1-6 1-0-0 6-9-6 6-9-6 6-9-6 6-9-6 1-0-0 3x6= Scale=1:60.5 5 3x6 ! 3x6 4 6 7,00 12 ' 2x4 9, 2x4// 3 7 u� 2 8 O1 9 )'9 12 13 11 14 3x8 II 1516 10 3x8 = 8x8= 3x8 II 3x6 = 3x8 II 8x8= 3x8 _ G I 9-0-8 18-1-0 27-1-8 I 9-0-8 9-0-8 9-0-8 Plate Offsets(X.Y); [2;0-8-1.0-0-61.[4:0-2-4.0-1-8].[5:0-3-0.Edgej.16:0-2 4.0-1-8].[8:0-8-1.0-0-61.[10:0-3-8 0-2-41 N2:0-3-5.0-2-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.22 6.10 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.48 8-10 >672 '180 BCLL 0.0 ' Rep Stress!nor YES WB 0.38 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:158 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-11 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'Except' MiTek recommends that Stabilizers and required cross bracing W3:2 X 12 OF No.2 G be installed during truss erection,in accordance with Stabilizer Installation guide. _ REACTIONS (lb/size) 2=1426/0-5-8 (min.0-1-8),8=1426/0-5-8 (min.0-1-8) Max Horz2=-279(LC 3) Max Uplift2=-225(LC 5),8=-225(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2402/207,3-4=2157/198,6-7=-2157/183,7-8=-2402/192 BOT CHORD 2-12=177/1976,12-13=0/1478,13-14=0/1478,11-14=0/1478,11-15=0/1478, 15-18=0/1478,10-16=0/1478,8-10=-47/1976 WEBS 6-10=-12/856,7-10=396/310,4-12=20/856,3-12=396/310,4-6=-1434/230 10SEPH O4 NOTES 4k"At'' a fq,O�rG+. 1)Unbalanced roof live loads have been considered for this design. �'1 11=-I' h`P 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=B.opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever q left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 / 3)250.oIb AC unit load placed on the bottom chord,13-6-12 from left end,supported at two points,4-0-0 apart. , -r 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .g� a 3a 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0O tall by 2-0-0 wide will 'YP _ 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. 940 106 NAL 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 225 lb uplift at joint 2 and 225 lb uplift at joint 8. 8)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. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. <r..l t D PROfS nEb LOAD CASE(S) Standard .CO �fNF 4 ,' •E o 13 v OIREGON,� IVG�Y1220, ' ''osEP++a*" RENEWAL DATE:12/31/2011 September 23,2011 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 E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint mit designations shown on individual web and chord members are for compression buckling only,not fombuilding slabilily bracing.Additional temporary restraint diagonal bracing 10 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 SCSI(Building Component Safety Information)available from CONSULTINGLLC SBCA al ww i sbclnduslry com. Job Tmss Truss Type Qty Ply DR Horton•3725 Plan Elev B 14961632 811111741 r A05 COMMON TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Indusines,Inc Fn Sep 23 13:23:08 2011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-tAOSm5g506DCORuZw4adchnWT000ZtL0zS?DFpyakVn f1-0-01 6-96 13-6-12 20-4-2 27-1-8 I 1-0-0 6-96 6-96 6-9-6 6-9-6 3x6 _ SCale=1:61.1 5 3x6 3x6 4 6 7.00 12 2x4 \\ 2x4 // 3 7 • ;1 2 fad 1 0 1l o 3x8= 11 12 10 13 3x8 11 1415 9 3x8= 8x8= 3x8 II 3x6 = 3x8 11 8x8= I 9-0-8 18-1-0 I 27-1-8 I 9-0-8 9-0-8 9-0-8 Plate Offsets(X.Y): [2:0-8-1 0-0-61 f4:0-2-4.0-1-81 f5:0-3-0.Edce1.16'0-2-4 0-1-81 f8:0-8-1 0-0-6].19:0-3-8 0-2-41.111:0-3-8 0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loci) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.23 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.49 8-9 >651 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.38 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:156 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-2 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'Except' MiTek recommends that Stabilizers and required cross bracing W3:2 X 12 OF No.2 G be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 8=1345/0-5-8 (min.0-1-8),2=1427/0-5-8 (min.0-1-8) • Max Horz2=289(LC 4) Max Uplift8=-154(LC 6),2=-225(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2405/210,3-4=-2161/201,6-7=-2169/199,7-8=-2392/209 BOT CHORD 2-11=-193/1979,11-12=-1/1483,12-13=1/1483,10.13=-1/1483,10-14=-1/1483, 14-15=-1/1483,9-15=-1/1483,8-9=-84/1989 WEBS 6-9-.26/868,7-9=-403/317,4-11=-20/856,3-11=-396/309,4-6=-1437/232 SOSEPSHyj,>46, NOTES - 4'�" OF w ,, P 1)Unbalanced roof live loads have been considered for this design. �� / ►• O� �p 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 q .yr . left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 / 3)250.0Ib AC unit load placed on the bottom chord,13-6-12 from left end,supported at two points,4-0-0 apart. .%/ 4)This truss has been designed fore 10.0 psf bottom chord live load nonconcurrent with any other live loads. YAO �163 05)'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 'P - fit between the bottom chord and any other members,with BCDL=10.opsf. 1 6)A plate rating reduction of 20%has been applied for the green lumber members. 98/0NAI.O 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 154 lb uplift at joint 8 and 225 lb uplift at joint 2. -8)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. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .EPED PR OFFS, LOAD CASE(S) Standard ��6 tNGINE�I:9 Sioy �// :55 'E �/:" ✓OREGON, Q- •SG0y122p\ H ��' 74. `'OSEP RENEWAL DATE:12/31/2011 September 23,2011 1 aWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DM 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 .,1 m design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint , s; designations shown on individual web and chord members are for compression buckling only,not al per forbuilding stability bracing.Additional temporary restraint/ -< diagonal bracing to insurebuilding stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the buildi designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, q delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING/LC SBCA at www sbcindustry corn. _--_. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B ,, 14961633 r /91111741 AO5A COMMON TRUSS 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 sAug 252011 MiTek Industries,Inc. Fri Sep 23 1323:08 2011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-tAQSm5g5O6000RuZw4adchnWT0D0ZtlAzS?DFpyakVn 11-0-01 696 I 13-6-12 I 20-4-2 27-1-8 1 1-0-0 6-9-6 6-9-6 6-9-6 6-9-6 3x6 = Scale=1:61.1 5 3x8 3x6 4 6 TOO 12 ,2x4 O 2/(4 // t 3 7 8 v 2 1 I rid 1 i ImI I� 11 12 10 13 1415 9 3x8= 3x8 303= 8x8= 3x8 113x6 = 3x8 II 8x8= 9-0-8 I 18-1-0 27-1-8 1 9-0-8 9-0-8 9-0-8 Plate Offsets(X.Y): j2:0-8-1 0-0-8] [4:0-2-4 0-1-8].[5:03-0 Edael.16:0-2-4.0-1-81 f8:0-8-1 0-0-61 19:0-3-8.0-2-4].[11:0-3-8.0-2-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.23 8-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.49 8-9 >651 180 BCLL 0.0 " Rep Stress!nor YES WB 0.38 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:156 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purtins. 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`Except* MiTek recommends that Stabilizers and required cross bracing W3:2 X 12 DF No.2 G be installed during truss erection,in accordance with Stabilizer Installation guide. 1 REACTIONS (lb/size) 8=1345/Mechanical,2=1427/0-5-8 (min.0-1-8) Max Horz2=289(LC 4) Max Uplift8=-154(LC 6),2=-225(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2405/210,3-4=-2161/201,6-7=-2169/199,7-8=-2392/209 BOT CHORD 2-11=-193/1979,11-12=-1/1483,12-13=1/1483,10-13=-1/1483,10-14=-1/1483, 14-15=-1/1483,9-15=-1/1483,8-9=-84/1989 WEBS 8-9=-26/868,7-9=-403/317,4-11=-20/856,3-11=-396/309,4-6=-1437/232 yOSEPH NOTES OF WA '� 1'r 1)Unbalanced roof live loads have been considered for this design. /4.' Np le r. o Ja 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 I q .. 1 left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 / 3)250.0Ib AC unit load placed on the bottom chord,13-6-12 from left end,supported at two points,4-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .qo� �3 � 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 ''YY 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. 9310 106 MAL 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 154 lb uplift at joint 8 and 225 lb uplift at joint 2. - 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. �EgED PR Oft 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .. •NGINEF- s/may LOAD CASE(S) Standard 4855 5PE 9r OREGON Q- 9yvO 12 20 „-}- � ilOSEPti CV"" RENEWAL DATE:12/31/2011 September 23,2011 f aWARNING-Verity design parameters and reed 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 busses and installer. Lateral restraint Et designations shown on individual web and chord members are for compression buckling only,not forbutding 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 ANSIrTPI 1,DSB-89 and SCSI(Building Component Safety Information)available horn CONSULTING LLC SBCA al vwvw.abcindustry.com. Job Truss Truss Type Qiy Ply DR Horton-3725 Ran Elev B i 14961634 B1111741 A06 Common Truss 3 1 Job Reference(optional) Pro-Buid Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc. Fri Sep 23 13:23:09 2011 Pagel ID:YAbl D9Ny3V1 RdDKv84Altkkyal4F-LM_gzRhjBQL3?bTmTo5s8uJhyPkwlK_XC6lmnFyakVm I 8-9-6 I 13-6-12 20-4-2 I 27-1-8 ?8-1.8,i 6-96 6-96 6.96 6-9-6 1.0-0 4x4 = Scale=1:55.1 3 . - 7.00 12 2x4 \\ 2x4 // Y 2 4 • 1 5 71 6Iv a 9 10 8 11 7 axe_ 3x6 = 3x4= 4x6= 3x4= I 9-0-8 I 18-1-0 27-1-8 I 9-0-8 9-0-8 9-0-8 Plate Offsets(X Y1' 11:0-6-1.0-0-6J 13:0-2-0 0-1-121 f5:0-6-1.0-0--J.17:0-1-12 0-1-61.19:0-1-12.0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 • TC 0.48 Vert(LL) -0.29 7-9 >999 240 MT20 •220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.47 7-9 >691 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.36 Horz(TL) 0.07 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 117 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-15 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) 1=1216/Mechanical,5=1299/0-5-8 (min.0-1-8) Max Horz 1=-289(LC 3) Max Upliftl=-281(LC 5),5=352(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2028/468,2-3=-1810/493,3-4=-1786/480,4-5=-2000/452 BOT CHORD 1-9=-406/1667,9-10=-103/1058,8-10—103/1058,8-11=-103/1058,7-11=103/1058, 5-7=-264/1631 • WEBS 3-7=-224/756,4-7=410/350,3-9=-241/792,2-9=-438/362 • n,QS .Pl*tj NOTES - " OF WAS11 1 1)Unbalanced roof live loads have been considered for this design. 4s��� / �.. 0� 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;endosed;MWFRS(low-rise)gable end zone;cantilever g -A 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. k.f - 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 .et 1_ fit between the bottom chord and any other members,with BCDL=10.cpsf. 'POD,�483 98,5)A plate rating reduction of 20/a has been applied for the green lumber members. 8181O 6)Refer to girder(s)for truss to truss connections. /QN�S1� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 281 lb uplift at joint 1 and 352 lb uplift at joint 5. -8)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. 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .40 PROF" LOAD CASE(S) Standard Co tN61NE'�c9 Sj�y ' 85525P 9 OREGON,‘ Q 94, 4/r 72 2P e44-- �OSEPN O` RENEWAL DATE:12/31/2011 September 23,2011 1 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 lk designations shown on individual web and chord members are for compression buckling only,not forbuilding stability braking.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, SUL���� p^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 wwwisbcindustry.com. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B ' ' 14961635 r B1111741 A07 California Truss 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 13:23:10 2011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-gYYCAniLvlTwd12y1 Vc5h8ssXp5z11HhQmUJJiyakVl 1-100I 3-8-8 I 7-57 603-1? 12-5-15 I 17-5-0 22-4-2 27-1-8 I 1-0-0 3-8-8 3-8-14 11--7-5 4-5-3 4-11-2 4-11-2 4-9-6 Scale=1:49.4 5x8\\ 2x4 I I 3x8= 2x4 I I Sxe = 5 20 . 21 722 23 24 25 26 4 17 1R]18 12 C3 M 6Zl 8FRI 6a IYZ 7.00nn 12 � 3x4 3 Y v� nn �l 4 2 i n ®n nn nn n nn nn' nn nn a 11 n1 nn 3 0 3x8 / 27 16 28 29 15 30 31 32 14 33 13 12 35 36 11 37 38 10 LUS24 2x4 II LUS24 3x4= LUS24 3x10 = 5x6 = 2x4 II LUS24 LUS24 6x10= LUS24 3x8 II LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 1 3-8-8 7-5-1 7-$-7 12-5-15 17-5-0 1 22-4-2 27-1-8 I 3-8-8 3-8-6 0.06 5-08 4-11-2 4.11-2 4-9-6 Plate Offsets(XYl' [2:0-2-1.0-1-81 r30-1-12 0-1-81 17:0-1-12 0-1-81.19:0-2-8.0-2-41.110'0-4-12.0-1-$y f11.0-2-12 0-3-01 114'0-4-4 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) 0.1612-14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.26 12-14 >999 180 BCLL 0.0 " Rep Stress[nor NO WB 0.48 Horz(TL) 0.08 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 363 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Blr G'Except' TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, except T2:2 X 6 DF No.2 G end verticals,and 2-0-0 oc purlins(5-11-9 max.):4-9. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 8-6-10 oc bracing. WEBS 2 x 4 DF Std G"Except" JOINTS 1 Brace at Jt(s):9 W7:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 10=4097/Mechanical,2=3430/0-5-8 (min.0-1-13) Max Horz2=252(LC 5) Max Uplift10=2540(LC 5),2=-1864(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6035/3293,3-4=-5973/3527,4-17=-6811/4254,17-18=-6811/4254, 18-19=-6811/4254,8-19=-6811/4254,8-20=6811/4254,20-21=-6811/4254, 21-22=-6811/4254,7-22=-6811/4254,7-23=-4039/2533,23-24=-4039/2533, . 3DSEPH b 8-24=4039/2533,8-25=4039/2533,25-26=4039/2533,9-26=-4039/2533, .4. 9-10=4015/2565 �4 Of Wrr" T�t� • BOT CHORD 2-27=-2970/5107,16-27=-2970/5107,16-28=-2970/5107,28-29=-2970/5107, , lF. Off,`7x 15-29=-2970/5107,15-30=-3161/5187,30-31=-3161/5187,31-32=3161/5187, q I . 01. . 14-32=-3161/5187,14-33=-3995/6360,13-33=-3995/6360, 13-34=-3995/6360, 12-34=-3995/6360,12-35=-3995/6360,35-36=-3995/6360, 11-36=-3995/6360 • s./ - WEBS 3-15=470/292,4-15=0/543,4-14=-1501/2189,6-14=-1537/1351,7-14=-340/594, i. 7-12=0/477,7-11=-3057/1925,8-11=-1450/1227,9-11=-3425/5461 - d•Qp 4$3 00.1 t NOTES $s �Or 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-9-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. - 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 QED PROfe connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. `5'C'NGINEF 'ssj 3)Unbalanced roof live loads have been considered for this design. �5r t• 9 a 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 855 5PE - left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 7)"This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • �GOREGON,,v �Q' Corfl rkiLkftbrrt 2ttom chord and any other members. Sit, 1'12 20 ''OSEPH V' RENEWAL DATE 12/31/2011 September 23,2011 r A WARNING-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.Applicabitty , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses end installer. Lateral restraint 8. designations shown on individual web and chord members are for compression buckling only.not farbuilding 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 muses.For general guidance regarding design responsibilities,fabrication,quality control,storage. ��p��� delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,04B-89 and BCSI(Building Component Safety Information)available from CONSULTING LCc SBCA at www.sbcindustry,com,_ Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B • 14961635 • 131111741 A07 California Truss 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek IndusInes,Inc. Fri Sep 23 13.23:10 2011 Page 2 I D:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-gYYCAniLvjTwdl2yl Vc5h6ssXp5z11HhQmUJJiyakVl NOTES 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)Refer to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 2540 lb uplift at joint 10 and 1864 lb uplift at joint 2. 11)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. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. • 13)Design assumes 4x2(fat orientation)purlins at cc spacing indicated,fastened to truss TC w/2-1 Od nails. 14)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 25-0-12 to connect truss(es)JA01(1 ply 2 x 4 DF) to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)679 lb down and 589 lb up at 7-7-3,446 lb down and 462 lb up at 10-D-12, 363 lb down and 403 lb up at 12-0-12,432 lb down and 453 lb up at 13-6-12,363 lb down and 403 lb up at 15-0-12,427 lb down and 447 lb up at 17-0-12,427 lb down and 447 lb up at 19-0-12,427 lb down and 447 lb up at 21-0-12,and 427 lb down and 447 lb up at 23-0-12,and 427 lb down and 447 lb up at 25-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others, LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1.4=-64,4-5=-64,4-17=14,9-17=64,2-10=20 Concentrated Loads(lb) Vert:4=579 13=-57(B)18=-446 19=-363 20=-432 21=-363 22=-427 23=-427 24=427 25=-427 26=-427 27=-58(B)28=-57(B)29=-57(B)30=-190(B)31=-57(B) 32=-57(B)33=-57(B)34=-57(B)35=-57(B)36=-57(B)37=-57(B)38=-57(B) WARNING-Verity design parameters and read notes on this Tmss Design Drawing and included DrJ Reference Sheet(rev.03-119 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.Applicabitty ZIA/ at 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 or 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 1,08B-89 and BCSI(Building Component Safety Inlormalion)available from CONSULTING uC, SBCA al www.sbcindustry.com. {rV Job Truss Truss Type Oty Ply DR Horton-3725 Plan Elev B ` 14951838 r 81111741 A08 California Truss 1 1 • Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 a Aug 252011 MiTek Industries,Inc. Fri Sep 23 13:23:10 2011 Pagel ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-gYYCAniLv4Twd12y1 Vc5h6svlp5u1 nVhOmUJJIyakVI 1-1-0-01 4-8-8 I 9-7-4 1QQ44 2 15-3-1421-2-11 I 27-1-8 1-0-0 4-8-8 4-10-12 d-Se 5-3-2 5-10-13 5-10-13 Scale=1:49.1 4x4- 3x4= 3x4 = 2x4 I I 5 14 15 6 16 17 7 18 19 g 4 13 9R1 6,11 IRI ISa 0.0 15Z1 0.0 ISZ 7.00 12 2x4 3 0 • 2 La: • 12 20 11 21 10 22 23 4x6= 9 3x8= 3x6= 3x4 = 3x4 = I 9-5-1 9-7p14 18-3-4 27-1-8 9-5-1tr-P3 8-8-0 8-10-4 Plate Offsets(X.Y1: F2:0-0-0.0-0-41 f4:0-1-12 0-2-01 f9:0-1-12 0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.15 9-10 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.45 9-10 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 Horz(TL) 0.05 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight: 137 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals,and 2-0-0 oc puffins(6-0-0 max.):4-8. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 8-0-15 oc bracing. WEBS 1 Row at midpt 7-9 JOINTS 1 Brace at Jt(s):8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS (lb/size) 9=977/Mechanical,2=1068/0-5-8 (min.0-1-8) Max Horz2=305(LC 5) Max Uplift9=-302(LC 6),2=-385(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1570/555,3-4=-1281/443,4-13=-1027/452,13-14=-1027/452,14-15=-1027/452, 1OSEPR D 6-15=-1027/452,6-16=-1043/315,16-17=-1043/315,7-17=-1043/315 �,� O�,gra=-- BOT CHORD 2-12=-670/1303,12-20=-428/1109,11-20=-428/1109,11-21=-428/1109,10-21=-428/1109, ASkti:8-f'T 10-22=-278/793,22-23=-278/793,9-23>2781793 r� Ott., >. WEBS 3-12=-301/248,4-12=0/437,7-10=-115/532,7-9=-1103/386 f� / �"' x ` NOTES G -r' 1)Unbalanced roof live loads have been considered for this design. Al • ,� 2)W nd:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever /31 483 left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 818S-" 3)Provide adequate drainage to prevent water ponding. *40NALSO 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 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. �pED PROfF.p- 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 302 lb uplift at joint 9 and 385 lb uplift at ���j't t p1NFF ro,Qy joint2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 4' 5PE T• standard ANSI/TPI 1. �� 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. f, .t OREGON, 4.Q Continued on page 2 'V2 e'<Y 12 2a1/4 j°SEP4 1)‘' RENEWAL DATE 12/31/2011 September 23,2011 1 AWARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use w8h 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 otthe trusses and installer. Lateral restraint siirjigri designations shown on individual web and chord members are for compression buckling only,not forbullding 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 I,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING(.LC SBCA at www.sbdndustry.com. Job Truss Truss Type Qty Ply 'DR Horton-3725 Plan Elev B 1 14961838 Bt111741 A08 California Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industnes,Inc. Fe Sep 23 13:23:10 2011 Page 2 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyel4F-gYYCAniLvjTwdl2y1 Vc5h6svlp5u1 nVhQmUJJiyakVl NOTES 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)104 lb up at 9-9-0,78 lb up at 12-0-12,78 lb down and 36 lb up at 13-6-12 ,78 lb up at 15-0-12,23 lb down and 38 lb up at 17-0-12,23 lb down and 38 lb up at 19-0-12,23 lb down and 38 lb up at 21-0-12,and 23 lb down and 38 lb up at 23-0-12, and 23 lb down and 38 lb up at 25-0-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Veil:1-4=-64,4-5=-64,4-13=-14,8-13=64,2-20=-20,20-21=-60,21-22=-20,22-23=-80,9-23=-20 Concentrated Loads(lb) Vert:4=103 6=78 7=38 14=78 15=36 16=38 17=38 18=38 19=38 0 WARNING-Venfy design parameters and read notes on this Truss Design Drawing end included Dr l Reference Sheet(rev.03-11')before use.Design valid for use with MTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Zsit 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 ere 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,qualiy control,storage, p�'I �a�a�w delivery,erection,lateral restraint and diagonal bracing,consult ANSIrTPI 1,DSB-89 end SCSI(Building Component Safety Information)available from �IINY�IlnV LLC SBCA al www.sbcinduslry.com. Job Truss Truss Type City Ply DR Horton-3725 Plan Elev B i 14861637 1 B1111741 A09 California Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Gackamas,OR 97015-1129 7.250 sAug 252011 MiTek Industries,Inc Fri Sep 23 13:23:11 2011 Page 1 ID:YAbl D9Ny3V1 RdDKv84Ahkkyal4F-Ik6a071_g1 bnFvd8bC7KEJO49DSnmGNgfOEts8yakVk -1-0-0I 48-8 9-7-4 11-11-11 113612 115-1-13 I 17-6-4 I 226-0 I 27-1-8 i 1-0-0 4-8-8 4-10-12 2-4-7 1-7-1 1-7-1 24-7 4-10-12 4-8-8 Scale=1:49.6 2x4 II 10 2x4 II 5 7 11 4x4 O • 2te 3x4 = 4x4 4 II 2x• 7 It. 0 El9: 1 7.00 12 12 - Do 2x4 2x4 3 13 Y 0 s, a 14 2 ate. o l; 0 /44 . 17 1618 19 15 ' c 4x6= 4x6= 3x8 = 3x6= 3x8 = I 9-5-1 9-7r4 17-6-4 17r8r7 27-1.8 I 9-5-1 0-2-3 7-11-0 0-2-3 9-5-1 Plate Offsets(X.Y): [2:Edge.0-04].14:0-1-12 0-2-01 f12:0-1-12.0-2-01.[14•0-0-0.0-0-41 LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.15 14-15 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.49 14-15 >652 180 BCLL 0.0 * Rep Stress!nor YES WB 0.24 Horz(TL) 0.07 14 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:137 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-64 oc purlins,except BOT CHORD 2 x 4 DF No.1&Btr G 2-0-0 oc purlins(5-8-3 max.):4-12. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 OF Std G MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 14=1173/Mechanical,2=1256/0-5-8 (min.0-1-8) Max Horz2=256(LC 4) Max Uplidt14=-278(LC 6),2=-348(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1913/477,3-4=-1658/383,4-6=-1369/459,6-8=-1369/459,8-9=-1363/467, 9-12=-1383/467,12-13=-1676/394,13-14=-1962/502 BOT CHORD 2-17=429/1589,16-17=-238/1452,16-18=-238/1452,18-19=-238/1452,15-19=-238/1452, 1DSEPH / d 14-15=-360/1650 S xT WEBS 3-17=-254/220,4-17=-57/472,8-17=291/236,8-15=-273/235,12-15=-57/474, OFp -`ry � 13-15=302/244 4 o A � 2° o g /. . NOTES / 1)Unbalanced roof live loads have been considered for this design. . %.. - 2)Wind:ASCE 7-05;110mph;TCDL=4.2psi; CDL=6.opsf;h=25ft W;Cat.II;Exp B;enclosed;MFRS(low-rise)gable end zone;cantilever so `�ro�3g18�• A. left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 150 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8d S114 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 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 278 lb uplift at joint 14 and 348 lb uplift at 9,ED PROfe joint 2. - ' NGINEf9'> 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 04, tV standard ANSI/TPI 1. 4 •E ' 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. LOAD CASE(S) Standard 9 ✓OREG a'• A- '1, Y 12 20 $ 4OSEPN DI' RENEWAL DATE 12/31/2011 September 23,2011 A WARNING-Verify design parameters la and notesison this Truss only Drawing and Inducted DnJ is Reference Sheet(rev.Ding component.before use.Dec valid s pa code trs d proper i corps only.tioTfih designomo ent sed esp neon paramuiern shown,end r wfor er f trusual buies and La Lateral Applicability of designig parameters and proper incorporation hi of the component is responsibility of building designer of the trusses and installer.eal Lateral restraint Emit/ 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, CONSULTING�s delivery,erection,lateral restraint and diagonal bracing,consultANSI/TPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CONS LTI'NG I.LC SBCA at wmv.sbcindustry.com. __ ___ Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B t - , 14961638 B1111741 B01 KINGPOST 1 1 _____ Job Reference(optional) Pro-Build Clackamas Truss,Clachamas,OR 97015-1129 .7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23:12 2011 Page 1 ID:YA61 D9Ny3V1 RdDKv84Ahkkyal4F-mxgzbTjcRLjes3CL9weZmXxGfdtKVk7_u4zOOayakVj I-1-0-01 10£-8 I 15-9-12 1 21-1-0 122.1.01 1-0-0 10-6-8 5-3-4 5-3-4 1-0-0 4x4 = Scale=1:52.6 7 2x4 II 2x4 II 6 9 2x4 11 2x4 II 5x6=7.00 112 - 5 10 2x4 11 12 4 11 2x4 11 3 8 E 2x4 11 • 2x4 II 13 ;1 2 i E I 14 jY 0 3x6= 2x4 11 2x4 II 2x4 11 2x4 11 5x8 i 15 3x6= 21 20 19 18 17 16 2x4 11 3x6= 1038 15-9-12 21-1-0 1 10-8-8 5-3-4 5-3-4 Plate Offsets(X.Y)' (2:0-3-3.0-1-8].112:0-2-15.Edgel.i13:0-3-3.0-1-81.i17:0-8-1.0-2-13] LOADING(psf) SPACING 2-0-0 CSI DEFL in (hoc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.01 13-15 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.15 Vert(TL) •-0.04 13-15 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.14 Horz(TL) -0.01 17 n/a n/a BCDL 10.0 I Code IRC2009/TP12007 (Matrix) Weight: 113 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G*Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. T2:2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2 x 4 DF No.1&Btr G 10-0-0 oc bracing:15-17,13-15. WEBS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s):8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 11-0-0 except(jt=length)13=0-5-8. (Ib)- Max Horz13=218(LC 4) Max Uplift All uplift 100 lb or less at joint(s)18,19,20,21,2 except 13=-172(LC 6),17=154(LC 6) Max Gray All reactions 250 lb or less at joint(s)18,19,20,21,2 except 13=460(LC 1),17=677(LC 1) - SEPli FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ��}�WAS g•]'), TOP CHORD 12-13-458/134,6-17=-520/273,8-11=452/216,11-12=475/231 A`li4, BOT CHORD 18-17_112/319,15-16=-112/319,13-15=-110/322 � A-..,AT !It % •NOTES / 1)Unbalanced roof live loads have been considered for this design. . s. 2)Wmd:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever .- .d 0left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 'P , 4839 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ''S/f 1t" O 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 93/0 1r O AL fit between the bottom chord and any other members. 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)18,19,20,21,2 except(jt=lb)13=172,17=154. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �t,s4-D PRO . standard ANSVTPI 1. �5 �NGINEF- d• 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. k :-e 25PE 91' LOAD CASE(S) Standard / • 9,r_•�v OREGON 9'Y G4)'12 ON -. -- �OSEPH U� RENEWAL. DATE:12/31/2011 September 23,2011 C k AWARNING-Verify design parameters end 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,end 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 mit designations shown on individual web and chord members are for compression buckling only,not forbuiding 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 Safely Information)available from CONSDLTINGtic SBCA at www.sbdndustry.com. Job Truss Truss Type Oty 1 Ply OR Harlon-3725 Plan Elev B ' 14961639•d, B1111741 B02 Common Truss 6 1 I Job Reference(optional) I Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 sAug 252011 MiTek Industries,Inc. Fri Sep 2313:23:132011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-E7ELppkECesVUCnXid9oJkUOJ1AaEAg76kj_w0yakVi 1-1-0-0 I 5-3-4 I 106-8 15-9-12 I 21-1-0 122-1-0 1-0-0 5-3-4 5-3-4 5-3-4 5-3-4 1-0-0 4z4= Scale=1:43.5 4 7.00 12 2x4\\ 2x4 // 3 6 �n 2 8 ; ) 01 7 [q 0 10 11 9 12 8 336= 3x4= 3x6= 3x4 = 3x6= 7-0-5 I 14-0-11 21-1-0 I 7-0-5 7-0-5 7-0-5 Plate Offsets(X Y1' [2:0-3-3.0-1-81.14:0-2-0 0-1-121.16:0-3-3 0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.10 8-10 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.19 8-10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.24 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (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 5-4-0 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 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=995/0-5-8 (min.0-1-8),6=995/0-5-8 (min.0-1-8) Max Horz2=-218(LC 3) Max Uplift2=-287(LC 5),8=-287(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1470/338,3-4=-1303/359,4-5=-1303/359,5-6=-1470/338 BOT CHORD 2-10=-286/1191,10-11=-67/771,9-11=-67/771,9-12=-67/771,8-12=67/771, 6-8=-190/1191 WEBS 4-8=-188/548,5-8=-309/266,4-10=-166/546,3-10=309/266 jOsEPH D8 NOTES 4}.$0V WAS^ ' % 1)Unbalanced roof live loads have been considered for this design. �'1• Is -'WGp 2)Wind:ASCE 7-05;110mph;TCDL=4.2pef;BCDL=6.0psf;h=25ft:Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever 403 ,•- .Z, . left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 w/ 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,...r 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 ,q 3� 4 fit between the bottom chord and any other members,with BCDL=10.opsf. 'P _.N 5)A plate rating reduction of 20%has been applied for the green lumber members. "+, JSTSI'5 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=287, 4:1411 6 NAL 6=287. 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. ,.RED PRQFE-S, LOAD CASE(S) Standard ��' 0 �t kOINEF9 S/may a - 25PE9r v oREGON, Q �'4►'122°' 4'172 '�°SEPti O� RENEWAL. DATE:12/31/2011 September 23,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included OrJ Reference Sheet(rev.03-11')before use.Design n 9 valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is loran individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the busses and installer. Lateral restraint • designations shown on individual web and chord members are for compression buckling only,not torbutding stability bracing.Additional temporary restraint,I diagonal bracing to insure stability during constriction is the responsibility of the installer Additional permanent building stability bracing of the overall structure r 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 SCSI(Building Component Safety Information)available from CONSULTING Lc SBCA al www.sbctndustry.com. ___ Job Truss Truss Type City Ply DR Horton-3725 Plan Elev B 14961640 B1111741 B03 DBL.HOWE 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas.OR 97015-1129 7.250 s Aug 252011 MiTek Industries.Inc. Fd Sep 23 13:23:14 2011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Abkkyal4F-iJojo8lszy_M6MMjGLg1 ry0W 70SrzTdGLOSXSTyakVh I 4-0-3 735 10-6-6 I 13-0-8 17-0-13 21-1-0 122-1-01 4-0-3 3-3-3 3-3-3 2-6-0 4-0-5 4-0-3 1-0-0 5.8 II Scale=1:49.9 4 4x6�� 7,00 12 bxb G 5 3 3x6 % x4 Q 2 6 1 yy� I 7 vl ��� -l5� ��� �� ��y e- 8 jo 6 15 16 17 12 18 5x12 MT18H* 14 13 11 10 9 4x10 J HUS26 378 I I 6x6= MUS26 12x20= 8x8= 2x4 II HUS26 MUS26 LUS26 Special MUS26 4-0-3 7-3-5 10-6-8 13-0- 17-0-13 21-1-0 l 4-0-3 I 3-3-3 I 3-3-3 2-6-0 4-0-5 I 4-0-3 Plate Offsets(X Y): [1'0-3-15 0-2-81 f2:0-2-0 0-1-8],(3:0-0-12 0-1-8] 15 0-2-0.0-2-01.16;4192 0-1-81 17:0-2-15 0-2-01.110:0-3-8 0-4-121.[13:0-2-8 0-4-01.[14:0-4-8.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.59 Vert(LL) -0.16 10 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.33 11-13 >750 180 MT18H 220/195 BCLL 0.0 " Rep Stress Incr NO WB 0.84 Horz(TL) 0.10 7 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:256 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD 2 X 6 OF 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG"Except" W5:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 1=7478/0-5-8 (min.0-3-12),7=5517/0-5-8 (min.0-2-12) Max Horz1=226(LC 3) Max Uplift1=2378(LC 5),7=-2424(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1 287 3/4 29 2,2-3=-10230/3765,3-4=-7949/3285,4-5=-7934/3293,5-6=-9861/4376, 6-7=-10051/4364 BOT CHORD 1-15=-3674/10962,14-15=-3674/10962,14-16=-3674/10962,1 3-1 6=-3674/1 0962, 13-17=3167/8806,12-17=-3167/8806,11-12=-3167/8806,11-18=-3642/8470, 10-16=3642/8470,9-10=-3638/8530,7-9=3638/8530 �y 10SP.PR Og WEBS 2-14=-564/2828,3-13=-776/3483,4-11=-3227/7779,5-10=-2342/3823,2-13=-2648/620, ..�P' Of wAStr,. 1>:�,,,, 3-11=-3232/840,5-11=-3474/2179 4-" �4, �• 0 Np !ti 1 NOTES °j '� �' 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 x 4-1 row at 0-7-0 oc. .0 f Bottom chords connected as follows:2 X 6-2 rows at 0-2-0 oc. 1 y��}gTgg ��<rrt' Webs connected as follows:2 x 4-1 row at 0-9-0 oc. . 0\'.T48g8s� _fir' 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 - 94 0O connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 1AL 3)Unbalanced roof live loads have been considered for this design. 4)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 5)All plates are MT20 plates unless otherwise indicated. AEA PROpe 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. g��- GINZ ail'j 7)"This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� �4 F O fit between the bottom chord and any other members. @ E yr 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)except(jt=lb)1=2378, 7=2424. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced L w OREGON y cte Contlifi V IIIPI 1. 9y t 1'72 26% -1` clOSEPH V1' RENEWAL DATE;12/31/2011 September 23,2011 1 AWARNING-Verifyr design parameters pla and read notes on this Truss DesignyDrawing and sincludedse an is for n individual Sheet(rev.Ding c)before use.A Design of d sot upa am t rs a d proper i corps anly.non of s theeom o ent is esp upon pa buil in shown,and rs for enr the bui and component.Applicability , of designparameters and proper incorporation chord members ene beers areftrspsl of on designer or uiownerafiity trusses and in Lateralrestraint designations !iffil shown on individual web and rmonists are for compressionthbucklingnstale only,not al ing stability bracing.Additionalgtemporary ll structure diagonal bracing to insure stability during nor owner is the responsibility of the installer.Additional permanent building stability bracing of the overall is the responsibility of the building designer or owner of the lasses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSlTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbdndustry.com, V WNVi,/I/f V Job Truss Truss Type Qty Ply DR Horton-3725 Plan Bev B r 14961640 B1111741 B03 DBL.HOWE 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23:14 2011 Page 2 I0:YAb1 D9Ny3V1 RdDKv64Ahkkyal4F-IJo)061szy_M6MMjGLg1 ry0W?0SrzTdGLOSXSTyakVh NOTES 11)"Fix heels only'Member end fixity model was used in the analysis and design of this truss. 12)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 2-1-12 from the left end to 4-1-12 to connect truss(es)AO5A(1 ply 2 x 4 DF) to back face of bottom chord. 13)Use Simpson Strong-Tie MUS28(6-10d Girder,4-10d Truss)or equivalent spaced at 2-0-0 oc max.starting at 5-0-4 from the left end to 9-0-4 to connect truss(es)A06(1 ply 2 x 4 DF) to back face of bottom chord. 14)Use Simpson Strong-Tie LUS26(4-1 od Girder,4-1 od Truss)or equivalent at 11-0-4 from the left end to connect truss(es)A08(1 ply 2 x 4 DF) to back face of bottom chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)4077 lb down and 2554 lb up at 12-11-7 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-7=-20,1-4=-64,4-8=-64 Concentrated Loads(lb) Vert:14=-1279(B)13=-1198(B)10=-4077(B)15=-1325(B)16=-1196(B)17=-1153(B)18=-957(B) • • • aWARNING-Venfy 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 MTek connector plates only.This design is based only upon parameters shown,and is loran 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 cLc SECA al www.sbcindustry.com, Job Truss Truss Type Oty Ply DR Horton-3725 Plan Elev B s n ' 14961641 131111741 CO1 California 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 13:23:14 2011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-iJoj081szy_M6MMjGLg1 ry0OtQRrzeGGLOSXSTyakVh -1-0-0 5-3-8 -11-111 8-9-13 1 9-6-0 1 14-9-8 15-9-8 1-0-0 5-3-8 0-8-3 2-10-2 0-8-3 5-3-8 1-0-0 Scale=1:28.5 6x8 5x8 10 3 5.00 12 ['XI1 N �' 2 — 5 12 13 8 14 15 16 7 17 • 18 �I 3x10 LUS24 LUS24 2x4 II LUS24 LUS24 LUS24 3x4= LUS24 LUS24 3x10 I 5-2-14 5-43-8 9-6-0 9-10 14-9-8 I 5-2-14 0-f-10 4-2-8 0. 10 5-2-14 Plate Offsets(X.YI: 12;0-3-0.0-1-81.13-0-2-12 0-1-171.14:0-3-0 0-2-81 [5-0-3.0 0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.10 7-8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.20 7-8 >851 180 • BCLL 0.0 * Rep Stress Incr NO WB 0.16 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:72 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF Nc.1&Btr G"Except' TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins,except T2:2 X 6 DF No.2 G 2-0-0 oc purlins(2-2-14 max.):3-4. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-2-3 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=1633/0-5-8 (min.0-1-12),5=1632/0-5-8 (min.0-1-12) Max Horz2=-47(LC 6) Max Uplift2=-785(LC 5),5=-785(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2.3=-3592/1758,3-9=3262/1677,9-10=-3262/1677,10-11=-3262/1677,4-11=-3262/1677, 4-5=-3593/1757 591/3275, 1599/3261, SEPH BOT CHORD 14?5 11599/3261,15-16=-1599/3261,7 6=11599/3261,7-1 -1563/3276, ��$OO 0.r.=-b8-V. 17-18=-1663/3276,5-18=-1563/3276 ""v7Q[, WEBS 3-8=0/401,4-7=0/403 , ' 1i f. 4?e NOTES / 1)Unbalanced roof live loads have been considered for this design. ;y - 2)Wnd:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever .- =0 4' _ left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 '? `83. Qp 3)Provide adequate drainage to prevent water ponding. +j / 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. g81 AL 15e1' 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 fit between the bottom chord and any other members. -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=1b)2=785, 5=785. , X..PRQFE 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 51 -1.GIN4c ' > 0 standard ANSI/TPI 1. �CO 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. •' 25PE 10)Design assumes 4x2(fiat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 12-8-12 to connect truss(es)JC01(1 ply 2 x 4 DF) to back face of bottom chord. 12)Fill all nail holes where hanger is in contact with lumber. p� y Sm.._ Q . - t Continued on page 2 9i` 60-12 201 vOSEPH Qt" RENEWAL DATE:12/31/2011 September 23,2011 A WARNING-Verily 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 mit/ designations shown on individual web and chord members are for compression buckling only,not forbuiling stability bracing.Additional temporary restraint) diagonal bracing to insure stability dunng construction is the responsibility of the installer.Additional permanent budding 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 ANSSTPI 1,DSB-89 and BCSI(Building Component Safely Information)available from CONSULTING LW at wwwsbcindustry corn Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B 14981641 s 61111741 COI California Truss 1 1 Job Reference(optional) Pro-Board Clackamas Truss,Clarkamas,OR 97015-1129 7.250a Aug 252011 MiTek Industries,Inc. Fri Sep 2313:23:152011 Paget ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-AWL5EUmUkG6DUJxwg2CGO92bdgn4i5WQa1 C4?vyakVg NOTES 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)639 lb down and 524 lb up at 5-11-10,and 363 lb down and 325 lb up at 7-4-12,and 639 lb down and 524 lb up at 8-9-13 on top chord. The design/selection of such connection device(s)is the responsibility of others. 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=64,3-4=-64,4-6=-64,2-5=-20 Concentrated Loads(lb) Vert:9=639 10=-363 11=-639 12=-38(B)13=-37(B)14=37(B)15=-37(B)16=-37(B)17=-37(B)18=-38(B) 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 premiers shown,and is far an individual building component.Applicability , A of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint FF designations shown on individual web end chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrain 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, CONSULTING lI delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and SCSI(BuiMing Component Safety Information)available from CO iLC SBCA at www sbcindustry.com. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elm B 14961642 B1111741 001 Monopitch Truss 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Cleckamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23:15 2011 Page 1 ID:YAb1 D9Ny3V1RdDKv84Abkkyal4F-AWL5EUmUkG6DjWxwg2CGO9Z]Zggki1q0a1C4?vyakVg I -1-0-0 I 7-2-0 I 14-4-0 1-0-0 7-2-0 7-2-0 Scale=1:26.0 2x4 II 3.00 EV 3x4 � / v e 3x4= 2x4 51-0 14-4-0 5-1-0 9-3-0 Plate Offsets(X.Y): f2:0-2-12 0-1-81 f5:0-1-12 0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.19 5-6 >578 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.57 5-6 >195 180 BCLL 0.0 * Rep Stress Incr YES WB 0.40 Horz(TL) 0.00 5 Na n/a BCDL 10.0 Code IRC2009/fP12007 (Matrix) Weight:59 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, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 5=354/Mechanical,2=209/0-3-8 (min.0-1-8),6=690/0-5-8 (min.0-1-8) Max Horz2=179(LC 3) Max Uplift5=-139(LC 3),2=-108(LC 3),6=-178(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 5-6=-287/408 WEBS 3-6=-746/447,3-5=-421/296 EPli NOTES g �OOsWAo,O�'�-� 1)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL�.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever �-"'�+fOt, left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4t /ji.: 0A0 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. qlkyL 3)*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. wd fir 4)A plate rating reduction of 20%has been applied for the green lumber members. . wPp ,� _5)Refer to girder(s)for truss to truss connections. 'rP 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=Ib)5=139, 2=108,6=178. 8'ONAL0e. 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 CASES) Standard • AED PROP �r NCO CO-GINfLc9% - • 5PE 9r OREGON 2t 4,41 12 20' 44' e/°SEPI4 � RENEWAL DATE:12/31/2011 September 23,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drewing end 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-69 and SCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at ww'i.sbcindustry.com. Job !Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B 14gg1843 It 81111741 D02 Monopdch Truss 1 2 Job Reference(optional) 11 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 - 7.250 S Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23:15 2011 Page 1 I D:YAb1 D9Ny3V1 RdDKv84Ahkkyel4F-AWL5EUmUkG6Dj Wxwg2CGO9ZpFgsK12M0a1 C4?vyakVg I 4-8-14 9-5-12 I 4-8-14 4-8-14 2x4 II Scale=1:28.2 3.00 12 3 ill lil 3x4 2 344 1 NM 11 11 11 11 .. Cil lea I 7 8 5 9 10 4 6 LUS24 3x6 = LUS24 4x4 = 2x4 I I1-1-1524 LUS24 I 4-8-14 f 9-5-12 4-8-14 4-8-14 Plate Offsets(X YP 14:0.1-12 0-2-0] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.02 4-5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.33 Vert(TL) -0.05 4-5 >999 180 BCLL 0.0 * Rep Stress Incr NO WB 0.37 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:109 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, except BOT CHORD 2 X 6 DF No.2 G end verticals. WEBS 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=1378/Mechanical,6=1137/0-5-8 (min.0-1-8) Max Horz6=106(LC 3) Max Uplift4=-428(LC 3),6=-306(LC 3) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2—1673/444,1-6=-932/278 BOT CHORD 5-9—511/1602,9-10—511/1602,4-10=-511/1802 WEBS 2-5—190/862,2-4—1798/573,1-5=-418/1655 • NOTES • SQSEPFI d 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: - 9. ��. Top chords connected as follows:2 x 4-1 row at 0-9-0 oc. „� OF WAS T Bottom chords connected as follows:2 X 6-2 rows at 0-9-0 oc. - 4 �4' j ( v Webs connected as follows:2 x 4-1 row at 0-9-0 oc. q /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 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 5/Cif y 3)tMnd:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25tt;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 p 4839k _ 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • O.& .415009 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 BJ/0N�.00 fit between the bottom chord and any other members. - 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=428, 6=306. PV)PROF 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �S"kE GIN 4-Sdj standard ANSI/TPI 1. �Co tG E4y Dy 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. Q 855. 5 P E - 11)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-4-8 from the left end to 8-4-8 to connect truss(es)E04(1 ply 2 x 4 DF) to back face of bottom chord. Allr 12)Fill all nail holes where hanger is in contact with lumber. 4- v OREGON Q- ( l�`m je4lpndard 9,L G<Y 12 20cs v, `10SEPH O� RENEWAL DATE:12/31/2011 September 23,2011 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included Dr,)Reference Sheet(rev.03-11')before use.Design valid for use with MTek connector plates only.This design is based only upon parameter shown,and is for an individual building component.Applicability 1 rt 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 ANSITPI 1,DSB-89 and SCSI(Building Component Safety Information)available from CON, ul,I7N6 LLC SBCA at www.sbcinclustry.com. • Job Truss Truss Type Oty Ply DR Horton-3725 Plan Elev B • 14961693 B1111741 D02 Monopitch Truss 1 2 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MTek Industries,Inc. Fri Sep 2313:23:16_2011 Page 2 ID:YAbi D9Ny3V1 RdDKv84Ahkkyal4F-eivTRgm6VZE3Lg W60mjVxN6_EBZRVcZphxeXLyakVf LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,4-6=-20 Concentrated Loads(lb) Veil:7=-436(B)8=-436(B)9=-436(B)10=-436(B) • t f 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, 4a�t�4� q�aI delivery,erection,lateral restraint and diagonal bracing,consult ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from IYV/NU1.17NGa(LC SBCA at www.sbcindustry.com. YV/N IIRY Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B 14961644 r B1111741 E01 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 13:23:16 2011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-eivTRgm6VZE3LgW60mVxN6_bEGxRaLZphxeXLyakVf 1 -1-0-0 1 5-5-8 I 10-11-0 I 11-11-0 1-0-0 5-5-8 5-5-8 1-0-0 4x4= Scale=1:27.9 5 7.00[ 2x4 I I 2x4 II 4 6 g 37.4 i 3 7 3x4 - 8 2 XXX'sx'Y XX �CXX�CX CXX1C�C�f XX�CXSCX g 3x6 II 12 11 10 3x6 II 2x4 II 2x4 11 2x4 II I 10-11-0 1 10-11-0 Plate Offsets(X.Y): [2:0-3-5 0-1-71 18 0-3-5 0-1-71 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 9 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 9 n/r 180 BCLL 0.0 " Rep Stress'nor YES WB 0.06 Horz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) W1nd(LL) -0.00 8 n/r 90 Weight:51 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 SLIDER Left 2 x 4 OF Std-G 1-11-3,Right 2 x 4 OF Std-G 1-11-3 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-11-0. (Ib)- Max Horz2=124(LC 4) Max Uplift All uplift 100 lb or less at joint(s)except 2=-106(LC 5),8=-119(LC 6), 12=-139(LC 5),10=-136(LC 6) Max Gray All reactions 250 lb or less at joint(s)2,8,11 except 12=274(LC 9), 10=274(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. STIPH NOTES _ ��DSO WASi. �\'T 1)Unbalanced roof live loads have been considered for this design. ""'�, 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 t,� / t' �t left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 g x 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 _ / Gable End Details as applicable,or consult qualified building designer as per ANSITTPI 1-2002. • 0"f 4)Gable requires continuous bottom chord bearing. n44 ,� O 5)Gable studs spaced at 2-0-0 oc. isl - 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. r 7)"This truss has been designed for a live load of 20.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ..9/0 0S' tit between the bottom chord and any other members. 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 106 lb uplift at joint 2,119 lb uplift at joint 8, - 139 lb uplift at joint 12 and 136 lb uplift at joint 10. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced . .O PROF standard ANSI/TPI1. . ' HiINEE. `We 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �� 9 0 5PE T+ LOAD CASE(S) Standard //`" �.,:t_ OREGON 1 Q- Z '12 jO°' 44 J H OSEP U� RENEWAL DATE:12/31/2011 September 23,2011 r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 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 rt 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 budding 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, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1.DSB-69 and BCSI(Building Component Safety Information)available from CONSULTING tic SBCA at wwx sbcindustry.com. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B ' 14961645 B1111741 E02 Common Truss 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackames,OR 97015-1129 7.250 sAug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23:172011 Page 1 ID:YAb1D9Ny3V1 RdDKv84Ahkkyal4F-6uTreAnkGtMwcg4IxTEkTae6Bea4A02j1 LhB3oyakVe •1.0.0 5-5-8 10-11-0 11-11-0 1-0-0 5-5-8 5-5-8 1-0-0 4x4 = Scale=1:26.4 4 7.00 12 3x4 3x4 3 3x4 3x4 6 2 kr 7 0 3x6 I I 2x4 3x6 I 5-5-8 .10-11-0 5-5-a 5-5-8 Plate Offsets(X.Y)' [2:0-2-13 0-2-3) f6-0-2-13 0-2-3) LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.02 2-8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.18 Vert(TL) -0.05 2-8 >999 180 BCLL 0.0 * Rep Stress!nor YES WB 0.10 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:48 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 8-0-0 oc puriins. 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 SLIDER Left 2 x 4 DF Std-G 3-1-1,Right 2 x 4 DF Std-G 3-1-1 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 2=523/0-5-8 (min.0-1-8),6=523/0-5-8 (min.0-1-8) Max Horz2=124(LC 4) Max Uplift2=-171(LC 5),6=-171(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-556/119,3-4=434/128,4-5=434/127,5-6=-556/119 BOT CHORD 2-8=-26/375,6-8=-26/375 • • NOTES SOSEPQ b 1)Unbalanced roof live loads have been considered for this design. �„ WASH,* 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 ^�fA, left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ITJAI. 0�0 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. os 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. -r 5)A plate rating reduction of 20%has been applied for the green lumber members. .d 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 171 lb uplift at joint 2 and 171 lb uplift at 03�„ca joint 6. g�g�D� 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 411/0NAL�14 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 PROpte �� HGINEF9 sj0 25PE n • OREGON 2- 9.t, G<Y1220 -*�4r `'OSEPH � RENEWAL DATE:12/31/2011 September 23,2011 1 A WARNING-Verifyh design parameters la and read holessi this Truss Designl uon parameters and shown, is for n Sheet building ding component.baton n Applicability Dec ofd sirupeam tesekdonnectoicrpsa of the com isbasedespynpon shown,endr an individual es and . rtai , of design parameters and proper bincorporationd of members coms are ft is responsibility of building designer or ownerstability abiity trbwang and icon l t. Lpa resttr tin mit diagonal b on ire chordstauatwebngdmembersarefpocompresfith bucklingta only,tiot nal pennringbu bracing.Additional temporaryf theoverall 11 structure restraint/ diagonal bracing to insure stability during constructionyowner is the responsibility of the installer.Additional design pent building es, tly bracing of the overall is the responsibility of the building designer or owner of the Musses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSIRPI 1,DSB-89 and BCSI(Building Component Safely Information)available from ONSULTING ue SBCA at w»sv sbdndustry.com. , Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B 14981646 � /31111741 E03 Common Truss 3 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc. Fri Sep 23 13:23:18 2011 Pagel ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-b51 EsWoN1 BUna_fUVBIzOoBHj2wDvTIsG?QlbEyakVd -1-60 I 5-5-8 10-11-0 1-0-0 5-5-8 5-5-8 4x4= Scale=1:263 4 7.00 FIT 3x4 5 3x4 3x4 3x4 6 2 o "e 7 3x6 II 2x4 II 3x6 I I 5-5-8 10-11-0 5-5-8 5-5-8 Plate Offsets(X Yl: [2:0-2-13 0.2-3].[6,0-2-13.0-2-31 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.02 6-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 * Rep Stress'nor YES WB 0.10 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 47 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 OF No.18Btr 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 SLIDER Left 2 x 4 OF Std-G 3-1-1,Right 2 x 4 OF Std-G 3-1-1 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=456/0-5-8 (min.0-1-8),2=525/0-5-8 (min.0-1-8) Max Horz2=128(LC 4) Max Uplift6=112(LC 6),2=-172(LC 5) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-562/125,3-4=440/134,4-5=-440/129,5-6=-560/120 BOT CHORD 2-7=33/380,6-7=33/380 • NOTES iOSEPH lj 1)Unbalanced roof live loads have been considered for this design. 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 /��• 0� 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. q •yy 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. r 5)A plate rating reduction of 20%has been applied for the green lumber members. d ' 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 6 and 172 lb uplift at , °Poi `839, wQ joint 2. 1 VSV 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced '98/0NAL�1� 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 ay)PROFFS �c\y 04,GINfE9% -17 OREGON Q 19'2 V�k•12 rap\ }�`4 '1OSEPH RENEWAL DATE:12/31/2011 September 23,2011 r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-111 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 bulling 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 braang 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,erector,lateral restraint and diagonal bracing,consult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING 1./C SBpA alwwwsbandushy.com. ___ _ _ Job Truss Truss Type Qly Ply DR Horton-3725 Plan Elev B .. . 14961647 B1111741 E04 Common Truss 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Gaokanlas,OR 97015-1129 7Kv8sAug yal4F- 51EIndustries,Inc. Fn Sep 23132wDTIs Page l ID:YAbi D9NyJV1 RdDKv84Ahkkyal4F•b51 EsWoN1 BUna_fUVBIz0o8Hj2wDvTIsG?QlbEyakVd 1 -1-0-0 1 5-5-8 I 10-11-0 1 1-0-0 5-5-8 5-5-8 4x4= Scale=1'26-3 4 7.00 12 3x4 B 3x4 3 d 3x4 i c5 3x4 6 p oo to 7 4x6 11 2x4 II 4x6 II I 5-5-8 I 10-11-0 I 5-5-8 5-5-8 Plate Offsets(X.Y): [2:0-3-5.0-1-3].[6:0-3-5.0-1-31 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.02 8-7 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.19 Vert(TL) -0.05 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:47 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.18Btr 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 SLIDER Left 2 x 4 DF Std-G 3-1-1,Right 2 x 4 DF Std-G 3-1-1 be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 6=456/Mechanical,2=525/0-5-8 (min.0-1-8) Max Horz2=128(LC 4) Max Uplift6=-112(LC 6),2=-172(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-562/125,3-4=-440/134,4-5=-440/129,5-8=-560/120 BOT CHORD 2-7=-33/380,6-7=-33/380 • • NOTES SpSEPH p 1)Unbalanced roof live loads have been considered for this design. OF W �, 2)Wlnd: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 4'�e, //I- 0. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' lUr O1, 4)*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 y fit between the bottom chord and any other members. �r - 5)A plate rating reduction of 20%has been applied for the green lumber members. .q -6)Refer to girder(s)for truss to truss connections. 'rPo�1,,'�3_ Ao 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 112 lb uplift at joint 8 and 172 lb uplift at 'W1S18}"-O joint 2. gd ALO1 8)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._ 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard "lEPED PROppS �� tNGINEF9 u 855 5PE 9i-- 4 OREGON,x <T -sGtY122p1 },<4 '/OSEP1i OE RENEWAL DATE:12/31/2011 September 23,2011 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 Et designations shown on individual web end chord members ere 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 Liz SBCA al www.sbdnduslry.com. WneV Job Truss Truss Type Oty Ply DR Horton-3725 Plan Elev B 1 ' 14961648 B1111741 F01 Common Truss I 1 j Job Reference(optional) I Pro-Build Clackamas Truss,Clad;amas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23:192011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-3Hbc3sp?oUceC7Eh3uGCY?kVuRlhex8OVfAl8gyakVc I -1-0-0 I 5-3-4 I 10-6-8 I 11-6-8 1-0-0 5-3-4 5-3-4 1-00 4x4= Scale=1:25,8 4 7.00 12 2x4 II 52x4 II _ 3 2 6 vl/ ]o of 10 9 8 3x6= 2x4 I I 2x4 I I 2x4 I I 3x6 I 10-6-8 I 10-6-8 Plate Offsets(X Y): 12:0-3-3.0-1-8j [6:0-3-3.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in floc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 6 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 7 n/r 180 BCLL 0.0 ' Rep Stress!nor YES WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 6 n/r 90 Weight:43 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 10-6-8. (Ib)- Max Horz2=111(LC 4) Max Uplift All uplift 100 lb or less at joint(s)2,6 except 10=-124(LC 5),8=-124(LC 6) Max Gray All reactions 250 lb or less at joint(s)2,6,9 except 10=273(LC 1), 8=273(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1r3SEPF/40. NOTES . OF a T 1)Unbalanced roof live loads have been considered for this design. O e. 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 '1. left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 q f 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 z. / Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. • -r 4)Gable requires continuous bottom chord bearing. .d 4'5)Gable studs spaced at 2-0-0 oc. . 'Po A4 S3 r_831 ap - 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 1 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�.0 fit between the bottom chord and any other members. 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)2,6 except(jt=1b) 10=124,8=124. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��y 0 PROF S standard ANSI/TPI 1. ' t NE r S' 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �C� 9 y 4 /` , 5PE r LOAD CASE(S) Standard // �Li_ ,,OREGON, Q' yy G4 y 72 20% t4 "OSEPN p� RENEWAL DATE; 12/31/2011 September 23,2011 r 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 DrAl 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 1,058-89 end SCSI(Building Component Safety Information)available from CONSULTINGtic SBCA at www.abclndustry.com. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev 8 u 1 14961649 B1111741 G01 California 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 13:23:19 2011 Page 1 ID:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-3Hbc3sp7oUceC7Eh3uGCY7kOkRApeuIOVfAl8gyakVc 1-1-0-0 1 3-8-8 7-5-9 7 11-111 12-0-5 112y 16-3-8 20-0-0 121-0-0 1 1-0-0 3-8-8 3-9-0 2 4-0-10 3-9-0 3-9-0 3-8-8 1-0-0 Scale=1:40.3 7x14MT18H 2 5x12 MT18H 4,.,,1;: wi 14 r -I 1 f. 1 7.00 12 3x4 4 3x4 iiii • 3 6 •ra %A 4 v 2 7 111 inn EH nn 11 nn� _El El and nn B II,..! / 16 1217 18 11 19 20 21 10 22 239 ►�24 I 3x10 LUS24 2x4 I LUS24 3x4 = LUS24 3x6= LUS24 2x4 II LUS24 3x10 LUS24 LUS24 LUS24 LUS24 I 3-8-8 7-5-1 7¢9 12-6-7 12F16-3-8 ats 20-0-0 I 3-8-8 3-8-8 0-3-8 5-0-15 0-0'-8 3-8-8 3-8-8 Plate Offsets(X.Y): (2:0-2-1.0-1-81 13:0-1-12 0-1-81.14:0-4-0.0-3-0].[5:0-4-0 0-2-8].[6:0-1-12 0-1-8] [7'0-2-1.0-1-8] LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.52 Vert(LL) 0.1010-11 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.20 10-11 >999 180 MT18H 220/195 BCLL 0.0 ' Rep Stress'nor NO NB 0.21 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:117 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins,except T2:2 X 6 DF 2400F 2.0E 2-0-0 oc purlins(5-2-7 max.):4-5. BOT CHORD 2 X 6 DF No.2 G BOT CHORD Rigid ceiling directly applied or 6-4-7 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=2074/0-5-8 (min.0-2-3),7=2074/0-5-8 (min.0-2-3) Max Horz2=-150(LC 3) Max Uplift2=-1034(LC 5),7=-1034(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3500/1747,3-4=-3275/1873,4-13=-2811/1686,13-14=-2811/1686, 14-15=-2811/1686,5-15=-2811/1686,5-6=-3280/1873,6-7=-3498/1748 • BOT CHORD 2-16=1482/2945,12-16=-1482/2945,12-17=-1482/2945,17-18=-1482/2945, 1OSEPU do 11-18=-1482/2945,11-19=-1533/2807,19-20=-1533/2807,20-21=-1533/2807, -f' 10-21=-1533/2807,10-22=-1399/2943,22-23=-1399/2943,9-23=-1399/2943, it r QO4 VJA AtiP 9-24=1399/2943,7-24=-1399/2943 4'- /r�._'�M1'OJa WEBS 3-11=309/42,4-11=0/480,5-10=0/481,6-10=-311/48 g NOTES I t 1)Unbalanced roof live loads have been considered for this design. .'7b • 4 _ 2)Wind:ASCE 7-05;110mph;TCDL=4.2pst BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever ''YY left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water bonding. VS/0 SO NAL 4)All plates are MT20 plates unless otherwise indicated. 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. �EAED PROFE.. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(t=lb)2=1034, 0 GIN S 7=1034. dCO tiN fF9 /�Z 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced Q ;,,25PE 9r • standard ANSI/TPI 1. / 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 11)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 9 ,� ,OREGON^ Q` Continued on page 2 94, G<Y 12 20, ,�� `/OSEPN 0�+ RENEWAL DATE:12/31/2011 September 23,2011 s 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 gt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the busses and installer Lateral restraint isi designations shown on individual web and chord members are for compression buckling only,not lorbuiding 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, CONSULTING delivery,erection,lateral restraint and diagonal bracing,consult ANSI/IPI 1,DSB-89 and BCSI(Building Component Safety Information)available from LLc SBCA at www.sbcinduslry.com. Job Truss Truss Type Qty Ply DR Horton-3725 Plan Den B 1 14961649 v. B1111741 G01 California Truss 1 1 _ Job Reference(optional) Pro-Build Clackamas Truss,Cladiamas,OR 97015-1129 7.250 s Aug 252011 MiTek Industries,Inc Fri Sep 2313:23:192011 Page 2 I D:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-3Hbc3sp?oUceC7Eh3uGCY?kOkRApeulOVfAl BgyakVc NOTES 12)Use Simpson Strong-Tie LUS24(4-10d Girder,2-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 17-11-4 to connect truss(es)JGO1(1 ply 2 x 4 DF) to front face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)565 lb down and 615 lb up at 7-11-9,and 439 lb down and 455 lb up at 10-0-0,and 565 lb down and 615 lb up at 12-0-7 on top chord. The design/selection of such connection device(s)is the responsibility of others. 15)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4e 64,4-5=-64,5-8=-64,2-7=-20 Concentrated Loads(lb) Vert:13=-565 14=-439 15=-565 16=-58(F)17=-57(F)18=-57(F)19=-190(F)20=-57(F)21=-190(F)22=-57(F)23=-57(F)24=-58(F) • • • 1 f AWARNING-Verify design parameters end 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 indvidual 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 56f 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 budding 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 ANSIITPI 1,DSB-59 and BCSI(Building Component Safely Information)available from CONSULTING ticSBCA at www.sbcindustry.com. YV/NVLII Job Truss Truss Type Qty Ply DR Horton-3725 Plan Elev B o• I 14961650 B1111741 JA07 . Jack-Open Truss 2 Job Reference(optional) Pro-Build Clackamas Truss,Cleckamas,OR 97015-1129 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Sep 23 13:23-20 2011 Page 1 I D:YAb1 D9Ny3V1 RdDKv84Ahkkyal4F-XT9_HCpdZokVgHptdbnR5CGZlrXONOJ9jJvrg6yakVb I-100 I 8-0-0 135-11 1-0-0 8-0-0 5-5-11 5 Scale:1/4••=1' Ia 4 NOTE:ENGINEERING I.APPLICABLE FOR 7.00 V r, ALL TRUSSES WITH S ORTER SPAN. 3 2 T) 1 Cr o 3x4= 6 &0-0 8-0-0 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.16 2-6 >562 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.49 2-6 >187 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:34 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings Mechanical except Qt=length)2=0-5-8,3=0-3-2,4=0-1-6. (Ib)- Max Horz2=398(LC 5) Max Uplift All uplift 100 lb or less at joint(s)5,4 except 3=-477(LC 5) Max Gray All reactions 250 lb or less at joint(s)5,6,4 except 2=366(LC 1), 3=560(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-327/153 NOTES)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 ��� w,^,,-_ B-f') left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 � 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4$ -ham 3)*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 q :.. •L St between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. ssr 5)Referroitoo girmechanical for trussonnctto truss b connections. �O , 4s3STsto •6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 3TBt*" 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,4 except(jt=lb) 3=477. gJfQxAL10 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �EAED PROP LOADCASE(S) Standard ��5 ENGINE— % 8 5 •E OREGON Q' •V4, G�y12 2— '• u OSEP4i RENEWAL DATE:12/31/2011 September 23,2011 r r 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 pemlaneM 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 ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbondustry.com. Symbols y Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y Failure to Follow Could Cause Property 4 offsets are indicated. 6-4-8 Damage or Personal Injury dimensions shown in Ft-in-sixteenths g 1 ry r�7M Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) I? 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 BCSII. 2. Truss bracing must be designed by an engineer.For 0_1/16, wide truss spacing,individual lateral braces themselves 1 2 3 may require bracing,or alternative T,I,or Eliminator TOP CHORDS bracing should be considered. 3. Never exceed the design loading shown and never iNlEillillIMEKEItit stack materials on inadequately braced Trusses. 4. Provide copies of this truss design to the building pdesigner,erection supervisor.property owner and • 41111171.44 pall other interested parties. Orr 5. Cut members to bear tightly against each other. 1111 II Pi,Si For 4 x 2 orientation,locate = O 6. Place plates on each face of truss at each 0-�ha joint and embed fully.Knots and wane at joint U x plates „from outside O locations are regulated by ANSIJTPI 1. edge of truss. '- ci-e c6-7 cs-e O 7. Design assumes trusses wall 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 .5 shall not exceed 19%at time of fabrication. required direction of slots in 9. Unless expressly noted,this design is not applicable for connector plates. use with fire retardant,preservative treated,or green lumber. 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 PLATE SIZE THE LEFT. in all respects,equal to or better than that specified. The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 13.Top chords must be sheathed or puffins provided at NUMBERS/LETTERS. spacing indicated on design. 4 x 4 width measured perpendicular 4.Bottom chords require lateral bracing at 10 ft.spacing, 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 ortreated lumber may pose unacceptable environmental,health or performance risks.Consult with i Indicated bysymbol shown and/or project engineer before use. �/ y ESR-131 1,ESR-1352,ER-5243,9604B, 19.Review all portions of this design(front,back,words by text in the bracing section of the 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. 95110,84-32,96-67,ER-3907,9432A 20.Design assumes manufacture in accordance with ANSI/TPI I 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 Indicates location where bearings assumptions(e.g.spans,profiles,deflection,etc.)found on each of the occur. Icons varybut individual design drawings. (supports) 22.These trusses are designed using MiTek Sapphire ©2011 DrJ Consulting, LLC All Rights Reserved standard analysis methods in accordance with ■�■ reaction section indicates joint v number where bearings occur. ANSI/TPI 1 and related proprietary information. 23.It is extremely important to properly install temporary lateral br 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/TPI1: 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.Purtns mus DSB-89: Desi n Standard for Bracin be designed by others for size,and positioned in such a way as to support. g g• the imposed load along the clearspan of the purlin. BCSI1: Building Component Safety Information, DrJ Consulting, LLC Guide to Gooding ce for Handling, CO SU TING LLC 6300 Enterprise Lane Installing&Bracing of Metal Plate CONSULTING i,/`/J/�{,i Connected Wood Trusses, Madison, WI 53719