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MEWED OCT 172012 - = C�'1'OFTIGARD - V 52-00-00 BUILDING DIVISION 4-06-00 43-06-00 4-00-00 fn fn J 4., 11,,,„--- 603 ` ■I2-0',-08 F05 I� 3 JBO 1 n i / J-7 a J603 / C00 oo --411 It ;? co 02 -�� 00 JF01 t i JA03 4- c"OMNI OCD o th ` lingo JA03 t"' IL i co r— r. fD C ___ JA01 'CD o, �7N omm Ifi O (Q rn o 0.0 ii O 9 0! o1s, So 20 0 Co �O 9 F.,„ RP 10-00-00 4-06-00 5-06-00 38-00-00 4-00-00 52-00-00 yf l e0" ' i 1 i il 15877 m 98th Ave 1 S ISr As TRUSS PLACEMENT DIAGRAM ONLY TRU3- '1‘ itA2 u PH 3sp nenset are Inco po to into thel uilding ' Clackamas, OR 97015 t the silents to be incorporated into the building design Z y .t the specification of the building designer.See the TOLL(PSF):25 imi io UILDER: Phone: 1-503-557-8404 'ndividual design sheets for each truss design identified Mission Homes NW • MATE: the placement drawn. TCDL(PSF):7 08 272012 esponsible for temporary g The building designer bracing o BCLL(PSF):0 �i i'ROJECT: G ,oof and floor systd for dtpermanent e o e alltstructure�The Plan 2313 'esign of the truss support TL(P I):(P42 10 't RA WN KDF pport structure including headers, TL(PSF):q2 is y; OB#: ''eams,walls,and columns is the responsibility B1208297 "aiding designer.For general guidance rega ding the Roof Pitch:: I2 DDRESS:Lot 6 ',racing,consult"Bracin of L Highland Hills,Portland, OR ' adi the Truss Plate Institute 583 D'Onifrio Drive; ExposuWind re: 110 i adison,WI 53179 LL DEFL:L/240 CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1208297 Mission-Lot 5&6 MiTek 20/20 7.2 The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5857605 thruI5857625 My license renewal date for the state of Oregon is December 31,2013. 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, 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/TpI1S Section n 6 3 stamped, �. D PROP 44.,co gty( 1NE�q , 85525PE �f 13 / 1r+ I `11-12 'OSEP 4 RENEWAL DATE: 12/31/2013 August 28,2012 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. z CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1208297 Mission-Lot 5&6 MiTek 20/20 7.2 The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Clackamas). Pages or sheets covered by this seal: I5857605 thru15857625 My license renewal date for the state of Washington is May 18,2014. 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 r 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. 8Q$EPH b *14 , c,, ' ° oe fur ''' 98,...4,,„"„i„....> r /.."":9:41r- August August 28,2012 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. Job81208297 Truss (Truss Type A01 California Truss IQty Ply LMission-Lot 58.6 15857605Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom ob Reference/ootionag p I 7.250 s May 11 2011 MiTek Industries,Inc.Tue Aug 28 09:20:48 2012 Page 1 11 40[ 4-8-2 2-10-0 o1-113 13-9-12 19-1-41D:UuWdhiYZAg23 3N2 H4hKpUyjh 27-1-1 f9SNiMzJci2 30-3-1414 SyeUte ocmcZsKyjMUz 5-10-13 5-3-8 ) 4-2-8 3-9-5 0-453 2-10-0 1 35-0-0-2X3 01 4-8-2 1-4-0 -..% Scale=1:61.9 5x12 MT18H 8x12 = 3x6 I I 5x12 MT18H = 5x12 MT18H 4 5 (521 ER1 621 (RI 6 ~ 8.00 12 � �1 IR] t� tsa 2x4 Le Mk 3 2x4 // 'nh' W4 W \ / 5 9 2 Ay i I. n tin nn r D2 E� 5x12 MT18H �i 16 15 14 LUS24 13 ` 11]o 5x10 = 7x14 MT18H WB = 12 8x14 = 5x14 Q 3x8 11 LUS24 5x8 = LUS24 MUS26 HUS26 LUS24 1 7-5-11 71-2 13-9-12 ¢¢ 7-5-11 0-0-7 6-3-10 i 19-1-4 1 23-3-12 24-2-2 7-5-11 4 0 0-7 1 5-3-8 4-2-8 1 35-0-0 Plate Offsets(X,Y): [2:0-3-8,0-2-8],[4:0-4-1,0-2-8],[6:04-4,01-8],[7:0-3-12,0-1-12],[8:04-0,02-8],[10:0-4-12,0-1-8],[12:0-2-8,0-2-0],[13:0-1-12,0-4-12],[15:0-4-12,0-1-81[16:0-5-0,0-2-0] LOADING(psf) SPACING 2-0-0 LOLL 25.0 Plates rease 1.15 CSI DEFL in (10c) 1/deft Lid TCLL 5.0TC 0.79 Vert(LL) 0.4213-15 >985 240 PLATES GRIP Lumber Increase 1.15 BC 0.63 Vert(TL) -0.81 13-15 >514 180 MT18 220/195 BCLL 0.0 * Rep Stress Incr NO MT18H 220/195 BCDL 10.0 Code IRC2009/TP12007 WB ) Horz(TL) 0.24 10 n/a n/a (Matrix) LUMBER Weight 224 lb FT=10% TOP CHORD 2 x 4 DF No.18:Btr G'Except' BRACING T2:2 X 6 DF 2400F 2.0E TOP CHORD Str-0toc wood sheathing5a directly applied or 2-2-3 oc purlins,except - BOT CHORD 2 X 6 DF 2400F 2.0E 2-0-0 oc purlins(2-7-5 max.):4-8. BOT CHORD Rigid ceiling directly applied or 4-8-3 oc bracing. WEBS 2 x 4 DF No.18:Btr G'Except' W7,W2,W1:2 x 4 DF Std G WEBS 21 Rows t at 1/3 Row aat 1/3 7-13,7-12 OTHERS 2 x 4 DF Std G 2 pts 5-16 ` WEDGE Right:2 X 10 DF SS REACTIONS (lb/size) 10=3812/0-5-8(min.0-3-13),2=4081/05-8 (min.0-4-1) Max Hors 2=-175(LC 3) Max Uplift 10=-1813(LC 6),2=-2039(LC 5) ��JapH �34* FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. )V ��-�Qar�,/��""`. TOP CHORD 2-3=-6682/3329,3-4=-6570/3350,4-17=-54852851,5-17=-5485/2851,5-18=-9813/5112,18-19=-9813/5112, '• 6-19=-9813/5112,6-7=-9813/5112,7-20=-50812512,8-20=-5081/2512,8-9=-6092/2945,9-10=-62112928 . -' 'y car' �'� BOT CHORD 2-16=-2746/5413,15-16=-4894/9390,14-15=-4894/9390,14-21=-4894/9390,13-21=-4894/9390, lhh4N777 J 0, , 12-13=-3696/7496,10-12=-2299/5027 4! WEBS 3-16=-272/383,4-16=-1543/3040,5-16=-50112819,5-15=-327/1356,5-13=-269/631,6-13=-1340/1365, 7 7-13=-2094/3601,7-12=-37792112,8-12=-1391/2862,9-12=-250/350 L" NOTES *•S 414, 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; o i� •' Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 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. r� tp� 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom \cr.� �Tl> �Ci+s chord and any other members. �* C 7)A plate rating reduction of 20%has been applied for the green lumber members. 1 t�.1� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1813 lb uplift at joint 10 and 2039 lb uplift at joint 2. �J'`� ` #� i`T �f© 10)"Semi-rigid 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1is truss. . Q�: 5 •.E 2' 11)Graphical purtrn representation dosels"Member not depict thend sizexity or the ori orientl was ation ofd lthepuffin analysis along design of and/or bottom chord. e 12)Use Simpson Strong-Tie MUS26(6-10d Girder,6-10d Truss,Single Ply Girder)or equivalent at 13-7-6 from the left end to connect truss(es)JA01(1 ply 2 X 6 / DF) to front face of bottom chord. 13)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 14-0-12 from the left end to 18-11-4 to connect truss(es)JA02(1 ply 2 x 4 OF) to front face of bottom chord. 14)Use Simpson Strong-Tie HUS26(14-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 19-1-4 from the left end to connect truss(es)JA05(1 ply 2 X 6 OREGON Q DF)to front face of bottom chord. jam+ 15)Fill all nail holes where hanger is in contact with lumber. d_"O�s„f Z .Q�`--�., Continued on page 2 "Yr� ry ti RENEWAL DATE: 12/31/2013 August 28,2012 II AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design of 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 designations shown on individ al web and chordoration fthe component is inembers are for compression buck ng(only,designer forbuildding stability bracing.Additionainstaller. l temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure , is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULI7NO LLC Job Truss TrussCalifornia TypeTruss 1 Qb Ply Mission-Lot 5&6 81208297 A01 I 1 15857605 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom IJob Refe en.e(optional) 7.250 s May 11 2011 MiTek Industries,Inc. Tue Aug 28 09:20:48 2012 Page 2 NOTES I D:UuWdhiYZAgTnYNyH4hKpUyjh W W-Ku6f9SNMzJci2CpNNkVSyeUteMgPVL6ocmcZsKyjMUz 16)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)88 lb down and 139 lb up at 7-11-8,88 lb down and 181 lb up at 13-7-6,427 lb down and 499 lb up at 14-0-12,405 lb down and 472 lb up at 16-0-12,and 408 lb down and 476 lb up at 17-6-0,and 494 lb down and 657 lb up at 18-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 17)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:1-4=-64,4-8=-64,8-11=-64,2-10=-20 Concentrated Loads(Ib) Vert:14=-57(F)5=-515 15=-1233(F)6=-494 13=-1527(F)17=-88 18=-405 19=-408 20=-8 21=-57(F) AWARNING-Verifydesign 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/ EA/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULTING'ac IBJob1208297 A02 California Truss Truss TypeTruss 1 Qty Ply Mission-erence Lot 586(Optional) 857606 I 1 15 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Ref 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:12 2012 Page 1 18-z-4 ID:UuWdhiYZAgTnYNy_H4hKpUyjhVWV-yzg2PeLJ8WnLiG lsm Csf ccIWZjo1PE WM'N 9-10-15 14-9-1419-1-49 1 1 yyjgAb 1-11-1-°0 nr oI 4-e1 4 9 -7-7a s-tt�� zs r'° 1E 2-4 1--0 4-8-14 I 4-10-12 0-1'12 13-8-7 10152 1118;--14111-5 o 1181-5-4 110741 410-115 Or90 3032 I 3-000 36-4-0 0-1-0 0-9-2 4-10-72 11a-o 1 0-2-0 0-1-12 4-8-14 Scale:3/16"=.I 4x6-i 3x4= 4x6 4 15 iR 18 19 3x4= tszl 517Ni II g F3 eRt El r,, 8.00 12 2x4 3 2x4-- 0% n 2 9 1/ = 1 20 21 13 22 12 23 4x8 `0 4x6 14a3x8 3x4= 4x6 11 3x8= 18-2-4 I 9-5-11 9-7 10 17.6_° 18-2-4 9-5-11 0-1-15 25-4-6 35-0-0 1 0- -5 Plate Offsets(X.Y): [2:Edoe,0-0-41.[4:0-2-4.0-2-0].[7:0-2-4.0-2-0].[9:0-0-0.0-0-4] 7-10-6 °-1 i5 s-5-11 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.19 11-13 >999 240 PLATES GRIP TCDL 7.0 Lumber Increase 1.15 BC 0.58 MT20 220/195 BCLL 0.0 Vert(TL) -0.52 9-11 >790 180 Rep Stress Incr YES WB 0.36 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:177 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins,except BOT CHORD 2 x 4 DF No.1&Btr G WEBS 2 x 4 DF Std G 2-0-0 oc purlins(4-4-4 max.):4-7. BOT CHORD Rigid ceiling directly applied or 8-4-12 oc bracing. REACTIONS (lb/size) 9=1720/0-5-8 (min.0-1-13),2=1673/0-5-8 (min.0-1-13) WEBS 1 Row at midpt 5-14,6-11 Max Horz2=226(LC 4) Max Uplift9=-575(LC 6),2=-561(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2440/765,3-4=-2206/699,4-15=-1766/649,15-16=-1766/649,5-16=-1766/649, 5-17=-2250/738,17-18=-2250/738,18-19=-2250/738,6-19=-2250/738,6-7=-1836/669, . .�I>;�$BPH �j . 7-8=-2288/724,8-9=-2520/791 4 BOT CHORD 2-14=-609/1932,14-20=-536/2160,20-21=-536/2160,13-21=-536/2160,13-22=-520/2211, �; > PlA.Sf rt{' 12-22=-520/2211,12-23=-520/2211,11-23=-520/2211,9-11-509/1997 �" 1;0— i�rt �o" WEBS 4-14=-147/807,5-14=-719/293,5-13=-64/300,6-11=-690/271,7-11=-129/782 to NOTES 1)Unbalanced roof live loads have been considered for this design. r f IN 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 ' 1 :1: left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4 �'',, : ` 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=10.0psf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 575 lb uplift at joint 9 and 561 lb uplift at „�R� P��Fccs' 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 ( 'C'' 'Y f� standard ANSI/TPI 1. ki 17 855 PE r 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Q 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)12 lb down and 78 lb up at 9-9-6, 88 lb down and 181 lb up at 13-7-6,91 lb down and 127 lb up at 14-0-12,79 lb down and 31 lb up at 16-0-12,78 lb down and 32 lb up at 17-6-0,and 58 lb down and 173 lb up at 18-11-4,and 88 lb down and 139 lb up at 25-2-10 on top chord. The design/selection .n of such connection device(s)is the responsibility of others. r �„ / QIE� ( >eS�andard 1, 4 Y i 2 2>3 . ':" `OSEP RENEWAL DATE: 12/31/2013 August 28,2012 4 5 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 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint Elk designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Mission-Lot 586 81208297 A02 California Truss 1 1 15857606 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s 25 ID:UuWdhiYZAgTnYNy_H4hKpUyjhWWyzg2PeLJ8 LG smCsf ccIWZjo1PEdustries,Inc. Mon Aug 27 10:57:12 1 Vv2 MjN 9 1 �L 1 YY19Ab LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-7=-64,7-10=-64,2-20=-20,20-21=-60,21-22=-20,22-23=-60,9-23=-20 Concentrated Loads(Ib) Vert:4=-12 7=-88 15=-88 16=127 17=31 18=32 19=-58 AWARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design iff 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 Z 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 M SBCA at www.sbcintlustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Mission-Lot 566 optional) B1208297 A03 (California Truss 1 1 (Job Reference( 158576"Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer _ 1 _2_q 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:13 2012 Page 1 s 7-10 ID:UuWdhiYZAgTnYNy_H4hKpUyjhWW-Q90Rd MxvpvCJQb3Kv0uD35-9-0 2m _A,6Hv0yjgAa 11-4-0 1 4-8-14 4-8-14 I 1 11-10-15 I 14-9-14 20-2-2 23-1-1 25-4-6 d� 4-10-12 2-3-5 2-10-15 I I j � 300-2 45-0.4 �q_p 5-4-3 2-10-15 2-3-5 4-10-12 1 4-8-14 1_4_0 � Scale:3/16"=1' 4x4 5 9 a 4x4 3x4= 3x4= .1, 8.00 12 !'- 17 /fl _ RI fR1 tsa r i 18 in 8 N i v 2 d1/ 11 rz 19 20 15 21 14 22 '_.' 142I� 16 d 13 4x6 3x8= 3x4= 4x6 = 3x8= 18-2-4 9-5-11 9-710 18-2-4 9-5-11 17 6° 25-4-6 0-1-15 7-10-6 05 35-011 Plate Offsets(X.Y): [2:Edge,0-0-4],[4:0-1-12.0-2-0].[8:0-1-12.0-2-0].[11:0-0-0.0-0-4] 7-10-6 0-1-15 g_� LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.13 13-15 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.53 2-16 >775 180 BOLL 0.0 * Rep Stress lncr YES WB 0.35 Horz(TL) 0.12 11 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:184 lb FT=10% LUMBER TOP CHORD 2 x 4 DF No.1&Btr G BRACING BOT CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins,except WEBS 2 x 4 DF Std G 2-0-0 oc purlins(4-3-6 max.):4-8. BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. REACTIONS (lb/size) 11=1698/0-5-8 (min.0-1-13),2=1698/0-5-8 (min.0-1-13) WEBS 1 Row at midpt 6-16,7-13 Max Horz2=-329(LC 3) Max Upliftl 1=-496(LC 6),2=-496(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2477/649,3-4=-2255/590,4-17=-1818/631,6-17=-1818/631,6-7=-2276/663, 7-18=-1818/631,8-18=-1818/631,8-10=-2255/590,10-11=-2477/649 1)0 O ° BOT CHORD 2-16=-709/1959,16-19=-703/2211,19-20=-703/2211,15-20=-703/2211,15-21=-592/2211, 14-21=-592/2211,14-22=-592/2211,13-22=-592/2211,11-13=-390/1959 4' w 'r� .. WEBS 4-16=-165/791,6-16=-750/436,6-15=-99/271,7-15=-99/271,7-13=-750/436, 8-13=-164/791 /j ' . �`� 8! ty 7. NOTES 1)Unbalanced roof live loads have been considered for this design. y" t 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 , 3)Provide adequate drainage to prevent water ponding. , , , 41k0140N 1# AL 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 496 lb uplift at joint 11 and 496 lb uplift at (c��. p s'reS 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 +„` V�GINE�'7wo standard ANSI/TPI 1. ki 17 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 855 • 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard . ,,,OREGO �„� -94, G4y12,2- si- `"Qs Hai RENEWAL DATE 12/31/2013 August 28,2012 i AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design f 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/ Elki 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 SCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONS/ATMLLC Job Truss Truss Type Qty Ply Mission-Lot 586 B1208297 A04 California Truss 15857608 1 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:14 2012 Page 1 18-2-1 ID:UuWdhiYZAgTnYNy_H4hKpUyjhc W-uLypgJNZg713xaAFudv711 hZIMNNVE37SgrgSgyjgAZ 18-0-12 18-2-4 13-10-15 18-11-4 21-1-121-4-6 1 6-8-14 I 13�I6 7-6-0 19 -4 21- 0 28-3-2 f1-4-0 I 8-8-14 s 10-12 0-1"12 1-5-4PI 11 11-130-8-14 6a-o 5x12 MT181-b.(y 1-5-4 0-2-0 1- 0-1-9 6-10-12 l s-e-1a �1a-o Scale=1:76.2 2-1-13 8))1'MT18H 3x4 = 4 15 5 18 OA N 8.00 Fli. 3x4 i 3x4�� 3 }v dn 2 a 1/[' 8 -� imi �� g _. 8 9 i 4x8= 14 13 17 12 11 10 4x8=� 2x4 I I 3x8= 3x6= 2x4 I I 3x8= 18-2-4 18-2-4 I 6-8-14 1 13-5-11 13-7r10 21-4-6 2116-5 28-3-2 6-8-14 6-8-14 0-1-15 35-0-0 1 Plate Offsets(X,Y): [2:0-0-3.Edge],13:0-1-12.0-1-8].[4:0-2-4,0-1-12],[6:0-2-4.0-1-12],[7:0-1-12.0-1-81.[8:0-0-3.Edgel 6 14 6-8-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.26 11-13 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.63 Vert(TL) -0.48 11-13 >856 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr. YES WB 0.59 Horz(TL) 0.14 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:191 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except - BOT CHORD 2 x 4 DF No.1&Btr G 2-0-0 oc purlins(4-2-14 max.):4-6. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6-2-11 oc bracing. REACTIONS (lb/size) 8=2046/0-5-8 (min.0-2-3),2=2038/0-5-8 (min.0-2-3) WEBS 1 Row at midpt 3-13,5-13,5-11,7-11 Max Horz2=-319(LC 3) Max Uplift8=-974(LC 6),2=-961(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3080/1418,3-4=-2603/1392,4-15=-2064/1246,5-15=-2064/1246,5-16=-2078/1268, 3�ySEPI� b`` 6 6-16=-2078/1268,6-7=-2618/1415,7-8=-3094/1440 BOT CHORD 2-14=-1160/2443,13-14=-1160/2443,13-17=-1064/2207,17-18=-1064/2207, l 12-18=-1064/2207,11-12=-1064/2207,10-11=-1018/2454,8-10=-1018/2454 ` Q" r • WEBS 3-14=0/283,3-13=-449/264,4-13=-402/825,5-13=-535/541,5-11=-499/500, ii"Y %6-11=-348/791,7-11=-446/260,7-10=0/283 NOTES " Iti4/ 8 1)Unbalanced roof live loads have been considered for this design. f 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 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,with BCDL=10.0psf. 7)A plate rating reduction of 20%has been applied for the green lumber members. �G��� R�x�t1' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 974 lb uplift at joint 8 and 961 lb uplift at < GIN � joint 2 �C. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ��+ standard ANSI/TPI 1. $��,� 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)144 lb down and 187 lb up at 13-9-6,133 lb down and 214 lb up at 16-0-12,164 lb down and 242 lb up at 17-6-0,and 231 lb down and 393 lb up at 18-11-4,and ,n 144 lb down and 187 lb up at 21-2-10 on top chord. The design/selection of such connection device(s)is the responsibility of others, r c/OREGON 1jQ AEe� JeS�andard -74,.. 6Z)P12 Z'°N "�' tion .� E RENEWAL DATE: 12/31/2013 August 28,2012 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design f 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 Ztlif 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 MM�/Q�� �I�//� SBCA at www.sbcindustry.com. VVasuLTING LLC Job 586 Truss Truss Type Qty Ply Mission-Lot 81208297 A04 (California Truss 1 I 1 15857608 Pro-Build Clackamas Truss,Clackamas,OR 97015-112%Kendra Flemmer 72Job Reference(optional)50 s Tek Aug ID:UuWdhiYZAgTnYNyH4hKpl Mon 27 10:57:14 2012 UyjhV25 WV-uLypgJNZg713xaAFudv711hZIMNN E37S 9S LOAD CASE(S) Standard g g gy19AZ 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-4=-64,4-6=-64,6-9=-64,2-17=-20,17-18=-60,8-18=-20 Concentrated Loads(Ib) Vert:4=-144 6=-144 5=-164 15=-133 16=-231 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 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/ rt mii diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSIIcnac«c • Job Truss Truss CalifornTypeTruss 1 Qty Ply Mission-Lot 586 B1208297 A05 1 ia 15857609 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(Optional) 1 -2-4 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Augg 27 10:57152012 Page 1 f1-4-�1 s-6-1a 13-7-10 ID:UuWdhiYZAgTnYNy_H4hKpUyjhWW-MYWB2fNBRR9w35-0-0 QMIEE1gv jcvmUHhubNHyjgAY 1-4-0 6-8-14 I 6-10-12 115-10-15 117-6-0 119-1-1 I 21-4-6 28-3-2 i" 2-3-5 1-7-1 1-7-1 2-3-5 I 6-10-12 I 6-8-14 401 6-8-14 1-4-0 9 8.00 fiT 4x8 i 8 4x6 Scale=1:73.5 5 3x4= r� oa 19 47 20 8. 3x6 i 3x4 i 4 3x6 '� 3 4'. 10 3x4�� 4* 11 000000000000000 :Nw„ 4i 11 sx I n 2 g1/l m =e 12 4x6-= 18 17 21 16 22 f$ 2x4 II 15 14 4x6 =.1111 3x6 = 3x6= 2x4 II 3x8= 18-2-4 6-8-14 18-2-4 I 6-8-14 I 13-5-11 13-7)10 21-4-6 211-5 28-3-2 Plate Offsets(X,Y): [2:Edae,0-0-4],13:0-1-12,0-1-8],[11:0-1 12,0-1-8],f12:0-0-0,0-0-4] 7612 °-1-15 6-8-14 I 35-0-0 6-8-14 LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 DEFL in 15-17 1/defl99240 PLATES GRIP TCDL 7.0 TC 0.38 Vert(LL) -0.22 >999 Lumber 1.15 BC 0.55 Vert(TL) -0.42 15-17 >976 180 MT20 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 12 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 197 lb FT=10% LUMBER TOP CHORD 2 x 4 DF No.1&Btr G BRACING BOT CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins,except WEBS 2 x 4 DF Std G 2-0-0 oc purlins(5-4-9 max.):5-8. BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. WEBS 1 Row at midpt 3-17,7-17,7-15,11-15 REACTIONS (Ib/size) 12=1664/0-5-8 (min.0-1-12),2=1664/0-5-8 (min.0-1-12) JOINTS 1 Brace at Jt(s):7 Max Horz2=-422(LC 3) Max Upliftl2=-526(LC 6),2=-526(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. - TOP CHORD 2-3=-2422/655,3-4=-1943/595,4-5=-1812/621,5-19=-1519/672,7-19=-1519/672, sH a 7-20=-1519/672,8-20=-1519/672,8-10=-1812/621,10-11=-1943/595,11-12=-2422/655 }' BOT CHORD 2-18=-514/1899,17-18=-514/1899,17-21=-330/1550,21-22=-330/1550,16-22=-330/1550, A o1 �_Kt�* 15-16=-330/1550,14-15=-372/1899,12-14=-372/1899 WEBS 3-18=0/284,3-17=-460/280,5-17=-130/590,7-17=-288/348,7-15=-288/348, 4 `10 / 1,.iii ��17 8-15=-129/590,11-15=-460/281,11-14=0/284 13.1 / #/ NOTES f 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever } <;r+ �• ice' left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ,, `►' 3)Provide adequate drainage to prevent water ponding. 4 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. s�+�AL 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will _ fit between the bottom chord and any other members,with BCDL=10.0psf. (iv6)A plate rating reduction of 20%has been applied for the green lumber members. pO��cS' 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 526 lb uplift at joint 12 and 526 lb uplift at „c� �cI H . ° 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 Q� " standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 855 w 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 13 GREGO 14- -7A , y"12 2� � OS ©�'` RENEWAL DATE 12/31/2013 August 28,2012 4 AWARNING-Verifydesign parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design vof design alid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability ' of designations shown n individual w b and chordd proper incorporation the members are for compression onent is lbuck)ng only,designer 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 Et is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULflNG(LC Job Truss Truss Type Qty Ply I Mission-Lot 586 B1208297 A06 Common Truss 4 15657610 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(Optional) 7.250 s Aug 25 2011 Nick Industries,Inc. Mon Aug 27 10:57:16 2012 Page 1 1t-)18b21-q 7-0-1 I I ID:U23-4-0 ZAgTnYNy_H11-15 jhWW-rk4ZFnAuKP2 bgSnwAA4kz61Qv8KxWjyjgAX 11-8-0 17-6-0 I 23-4-0 I 27-11-15 I 35-0-0 181814-9 1-4-0 7-0-1 4-7-15 5-10-0 5-10-0 4-7-15 7-0-1 1-4-0 4x4= Scale=1:82.6 8.00 12 6 3x4 i 3x4"•:"3x6 5 7 3x6'� Id. 2x4 \\ 4 *N2:4s:sssisisis....8N32dI1 aallillhh.. 10 qx6— 14 15 16 17 13 18 19 12 3x4 = 4x6 — 18-2-4 3x8= 3x8 3x4= 18-2-4 I 9-1-14 17-6-0 25-10-3 35-0-0 9-1-14 8-4-3 8-4-2 II Plate Offsets(X,Y): [2:Edoe.0-0-4],16:0-2-0.0-1-12],[10:0-0-0,0-0-4] 9-1-14 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.21 14-15 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.43 10-12 >972 180 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:185 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. WEBS 2 x 4 DF Std G*Except* WEBS 1 Row at midpt 7-14,5-14 W4:2 x 4 DF No.1&Btr G _ REACTIONS (lb/size) 10=1712/0-5-8 (min.0-1-13),2=1712/0-5-8 (min.0-1-13) Max Horz2=-411(LC 3) Max Uplift10=445(LC 6),2=-445(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2478/516,3-4=-2275/560,4-5=2124/579,5-6=-1628/494,6-7=-1628/494, ` So'$'arn p 7-8=-2124/580,8-9=-2275/560,9-10=-2478/516 .* BOT CHORD 2-15=-441/1937,15-16=-283/1648,16-17=-283/1648,14-17=-283/1648,13-14=-190/1648, 1.` O�_ r 13-18=-190/1648,18-19=-190/1648,12-19=-190/1648,10-12=-280/1937 � �' 1 + WEBS 6-14=-376/1360,7-14=-663/375,7-12=-150/576,9-12=-279/264,5-14=-663/375, 1r• �a 5-15=-149/576,3-15=-279/264 / NOTES / 1)Unbalanced roof live loads have been considered for this design. A 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.11;ExpB;enclosed;MWFRS low-rise left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 (low-rise) end zone;cantilever 0,4040.2_, ..,,, �f�3 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. irS+ver�` 4)*This truss has been designed for a live toad 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. 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 445 lb uplift at joint 10 and 445 lb uplift at �?'s joint 2. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �GiiNFA�f4 standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. PE LOAD CASE(S) Standard "PA4REGQ ,,r ,rte. y4Y t',�Yi2 P .0-. `r sEPN 4 RENEWAL DAA; 12/31/2013 August 28,2012 t AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design f 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 restrain Et 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/7P!1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING Q����f SBCA at www.sbcintlustry.cornCONSULTING LLC Job Truss Truss Type I Qty Ply Mission-Lot 586 B1208297 A07 Special Truss 15857611 5 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:17 2012 Page 1 11-/1§102-4 7 o 10 11-8-0 I ID:UuWdhiYZ28-0-6 y_H4hKpUyjhWW-J32-8-s Sz2P� I.ZISgNfJ50aNIiYDa8o4U29yjgAW 1-4-0 7-0-10 17-0-0 I 21-6-0 26-0-6 30-5-2 132-6-8 1 35-0-6 -4-9 4 7 6 5-10-0 4-0-0 I 4-6-6 I 4-4-12 2-1-6 2-5-8 -4-0 5x8= Scale=1:86.1 8.00 *11 ' ' Nisb72x43x4 i 3 i3x4 3x102x4\\ 4,,. ' 8 s 3 2x4 10 �I1 2 te!1' ,� 11 a = 19 18 20 21 --+� ._5AIL ... :' 124 I A 17 16 14 13 5x8._ d d 4x6= 3x4= 3x10= 2x4 II 4x6 = 18-2-4 3x4= 6x8= 18-2-4 I 9-1-4 I 17-6-01 21-6-0 I 26-0-6 32-6-8 9-1-4 8-4-12 4-0-0 I 1 35-0-0 I Plate Offsets(X,Y): 12:0-0-0.0-0-41.[5:0-1-12.0-1-81.18:0-2-9.0-1-81.19:0-1-12,0-1-81.111:0-3-12,0-2-81.115:0-2-12.0-2-41,117:0-2-12.0-1-81 2-5-s LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.25 17-19 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -0.73 11-14 >571 180 BCLL 0.0 * Rep Stress Incr YES WB 0.82 Horz(TL) 0.19 11 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight:215 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G*Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: B3:2 x 4 DF Std G,B4:2 X 4 DF 2400F 1.7E,B5:2 X 6 DF No.2 1 Row at midpt 7-15 WEBS 2 x 4 DF Std G`Except" WEBS 1 Row at midpt 5-17 W4,W5:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=1656/0-5-8 (min.0-1-12),11=1608/0-5-8 (min.0-1-11) Max Horz2=-411(LC 3) Max Uplift2=-445(LC 5),11=-445(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. AOS 'itt.Pt3 TOP CHORD 2-3=-2383/514,3-4=-2184/563,4-5-2035/583,5-6=-1520/496,6-7=-1838/673, 7-8=-1827/512,8-9=-1840/490,9-10=-2292/527,10-11=-2567/603 oWAsy� 'rF BOT CHORD 2-19=-439/1858,18-19=-283/1563,18-20=-283/1563,20-21=-283/1563,17-21=-283/1563, ` �l ,. 0 7-15=-301/272,14-15=-245/1836,13-14=-368/2105,11-13=-372/2081 Tlr WEBS 3-19=-280/266,5-19=-151/599,5-17=-674/373,6-17=-207/672,15-17=-54/1113, 6-15=-445/912,9-15=-580/253,9-14=-26/439,10-14=-309/2177 a, NOTES 17 1)Unbalanced roof live loads have been considered for this design. • 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever ` . 0 left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.0psf. 5)A plate rating reduction of 20%has been applied for the green lumber members. ; ' S 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 445 lb uplift at joint 2 and 445 lb uplift at ��Co xj{1I 1 joint 11. ' s � 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced '2' 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 �,,� REGON R ivQ' 1, �Ly12 Ss" JOSPH 4 RENEWAL DATE 12/31/2013 August 28,2012 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design9 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 Elk/ designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from /�/��/� SBCA at www.sbcintlustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Mission-Lot 5&6 81208297 A08 GABLE 15657612 I 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom Job Reference(ootional) 7.250 s May 11 2011 MiTek Industries,Inc. Tue Aug 28 09:21:01 2012 Page 1 11-4-01 17-6-0 ID:UuWdhiYZAgTnYNy_H4hKpUyjhWW-S00auur/WIFs6CJtezEV NW4CbEg2QgjcIGlp4yjMUm 1-4-0 17-6-0 35-0-0 1-4- 17-6-0 01 1-4-0 4x4 = Scale=1:75.3 8.00 14 12 5x12 MT18H i72I 68 19 4111111J11111° 2 v2 - i- 3IV. 5x6=LV%(1�`�R 5x8�= 31 5x8 d 5x8 = 5x8 = 10x10 = 35 34 33 32 30 29 28 27 26 25 24 10x10 = I 14-10-0 I 35-0-0 14 10 0 Plate Offsets(X,Y): [2:018-13,Edge],[2:0-0-13,Edge],[6'0-6-0,0-3-01[18:0-6-0,0-3-0],[22:0-8-14,0-0-0],[22:0-0-13,Edge],[32-0-3-8,0-2-8] 20-2-0 I LOADING (psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15 DEFL in (loc) I/d9ft 240Lid PLATES GRIP TCDL 7.0 BC 0.74 Vert(LL)T -0.02 31 >999 MT20 220/195 Lumber 1.15 BC 0.74 Vert(TL) -0.03 31-32 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.16 H0rz(TL) 0.07 28 n/a n/a MT18H 220/195 BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight 269 lb FT=10% LUMBER TOP CHORD 2 x 4 DF No.1&Btr G*Except* BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. T3:2 X 6 DF No.2 BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-7-8 oc bracing. WEBS 2 x 4 DF Std G WEBS 1 Row at midpt 14-15,16-29 OTHERS 2 x 4 DF Std G JOINTS 1 Brace at Jt(s):11,15,8 WEDGE Left:2 X 10 DF SS,Right:2 X 10 DF SS REACTIONS All bearings 15-9-8 except(jt=length)32=10-5-8,33=10-5-8,34=10-5-8,35=10-5-8,2=10-5-8. (Ib)- Max Horz 2=-642(LC 11) Max Uplift All uplift 100 lb or less at joint(s)30,33,28,25 except 22=-4210(LC 14),32=-310(LC 16), 34=-115(LC 16),35=-190(LC 16),29=-276(LC 18),27=-127(LC 17),26=-104(LC 18),24=-194(LC 17), I0 H 2=-4220(LC 11) � ons 50 b or less at Max Gray 3211590(LC 9)?30=1353(LC 10),135=826(LC 25),29 276(LC 26),24 332(LC 28),2,25 except 22=4481(LC )4465(LC 10) 'AnOC w c 'T J 7 . a^a^ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y.' TOP CHORD 2-3=-7754/7519,3-4=-6151/5993,4-5=-5251/5136,5-6=-4396/4319,6-7=-3586/3512,7-9=-2672/2619, 9-12=-1723/1764,12-14=-996/1032,14-16=-1911/1861,16-17=-2684/2607,17-18=-3616/3497, ti. 18-19=-4394/4288,19-20=-5242/5123,20-21=-6150/5973,21-22=-7774/7500,8-32=-397/172,8-10=-338/114, '/ 10-11=-269/53,13-15=-343/145,15-30=-347/78 p, i BOT CHORD 2-35=-5940/6268,34-35=-4247/4576,33-34=-3266/3609,32-33=-2313/2641,31-32=-1254/1558, - 3. ,f►,"• 30-31=-1254/1558,29-30=-1211/1553,28-29=-637/979,27-28=-1604/1946,26-27=-2570/2909, !- .r,,.`� &F 26-29=-267f236721-24=-251/2 4/4844,22-24=-6027/6536 •"Q�� WEBS 16-29=-267Y231,21-24=-251/224 ..: NOTES 1)Unbalanced roof live loads have been considered for this design. n pp,nl� 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; �L��� �n V�rt� Lumber DOL=1.33 plate grip DOL=1.33 Y CG_ 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 c\ t, '7' 5�� applicable,or consult qualified building designer as per ANSI/TPI 1. �T 4)All plates are MT20 plates unless otherwise indicated. 44/ 5)All plates are 2x4 MT20 unless otherwise indicated. (� p, ryCc �,,. 6)Gable studs spaced at 2-0-0 oc. ive loads. / 25 E gned for a 10.0 psf bottom chord ve load 8)7)TThis his rtruss has been dess has been isigned for a live load of 20.Opsf oni the bottom nonconcurrent o d irlall areas where al rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. - 9)A plate rating reduction of 20%has been applied for the green lumber members. r' 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)30,33,28,25 except � (jt=lb)22=4210,32=310, 'P'L d�Z iOREGON p� 4,/I 34=115,35=190,29=276 27 127 26=104,24=194 2=4220. I 1. its 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/TP `/J1 Continued on page 2 �SE1n RENEWAL DATE 12/31/2013 August 28,2012 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 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restrain , it designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ mir diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from � �,' SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Mission-Lot 5&6 61208297 A08 GABLE 1 1 15857612 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom Job Reference(optional) 7.250 s May 11 2011 MiTek Industries,Inc.Tue Aug 28 09:21:01 2012 Page 2 NOTES ID:UuWdhiYZAgTnYNy_H4hKpUyjhWW-SOOauuYWvIFs6CJtezEV NW4CbEg2QgjcIG1p4yjMUm 12)This truss has been designed for a total drag load of 350 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 10-0-0,19-8-0 to 35-0-0 for 483.6 plf. 13)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 14)Graphical puffin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. LOAD CASE(S) Standard 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 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 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 M����Q��pN 77�ILLC w SBCA at www.sbcindustry.com. CONSa nfi• Job Truss Truss Type Qty Ply Mission-Lot 5&6 B1208297 B01 California Truss 15857613 1 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:20 2012 Page 1 19-2-0 ID:UuWdhnYNy_H4hKpUyjhWWjVJ45NRKGznDfVeP10-2-4 xZlnUsv330g1J8fUyjgAT 5-10-15 15-11-8 I -1144-4'0 I 5-7-10 s t�1 7-11-12 10--9 10-3-14 a-z-0 5-7-10 0- 12 2-0-13 I 2-0-13 0-3-oo 5-7-10 17-3-e I 0-1-9 0-1-12 1-0-0 Scale=1:34.8 5x12 MT18H i 5x12 MT18H 7.3 9 11 ; _N CSdr h 05 n nn nn nn nn •4. 7��21314 16 6 lit 7 15LUS24 LUS24 LUS24 � 2x4 II 3x4 — LUS24 3x6 � LUS24 LUS24 18-2-4 18-2-4 I 2-0-12 I 2-0-12 I 3-4-15 0-(-)5 10-3-14 10-p15 13-10-12 15-11-8 Plate Offsets(KV): 13:0-2-4.0-2-01[4:0-2-4,0-2-41 4-8-4 015 3-4-15 2-0-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc 1/defl L/d TCLL 25.0 Plates Increase 1.15 TC 0.76 Vert(LL) 0.04 7-8 >999 240 MT20ES 220/1195 TCDL 7.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.08 7-8 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.17 MT18H 220/195 BCDL 10.0 Code IRC2009/TP12007 Horz(TL) 0.03 5 n/a n/a (Matrix) Weight:81 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5-14 oc purlins,except BOT CHORD 2 X 6 DF No.2 2-0-0 oc purlins(3-11-13 max.):3-4. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 9-10-6 oc bracing. REACTIONS (lb/size) 2=1362/0-5-8 (min.0-1-8),5=1362/0-5-8 (min.0-1-8) Max Horz2=131(LC 4) Max Uplift2=-597(LC 5),5=-597(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1950/836,3-9=-1539/773,4-9=-1539/773,4-5=-1949/834 BOT CHORD 2-10=-628/1548,10-11=-628/1548,8-11=-628/1548,8-12=-633/1539,12-13=-633/1539, SOS PH �++�'�� 13-14=-633/1539,7-14=-633/1539,7-15=-603/1548,15-16=-603/1548,5-16=-603/1548 "'11. WEBS 3-8=0/426,4-7=0/428 4 pIA,S t{+ NOTES ' i�^r a0 1)Unbalanced roof live loads have been considered for this design. ty x 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=1.33t AlIV 3)Provide adequate drainage to prevent water ponding. 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. /1.1 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will , fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=597, 5histr vitt) PROite IN 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced \CJ �Gi(� F ,0 standard ANSUTPI 1. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. <4 2 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. +Z'"' 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 13-10-12 to connect truss(es)JB01(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)330 lb down and 291 lb up at ,,A 5-9-6,and 292 lb down and 364 lb up at 7-11-12,and 330 lb down and 291 lb up at 10-2-2 on top chord. The design/selection of such r+� ye OREGON'' �it (j connection device(s)is the responsibility of others. a doSdtInd�e bRQ�gRSE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 14, ''4}"12 2, et- A. DATE12/31/2013 August 28,2012 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design r 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 Elk/ 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 /��/���Q����/�l SBCA at www.sbcindustry.com. V VlF�f/L�l LLC Job Truss Truss Type Qty Ply Mission-Lot 586 B1208297 901 California Truss 1 1 15857613 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 S Aug 25 2011 27 10:5720 2012 Pae 2 ID:UuWdhiYZAgTnYNyW H4hM KpUyjh W jVJ45NRKGznDfVePiTek Industrie%Inc. Mon EtOX?xZlnUsv330g1J8fUyjgAT 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(Ib) Vert:3=-330 4=-330 9=-292 10=-38(F)11=-39(F)12=-39(F)13=-39(F)14=-39(F)15=-39(F)16=-38(F) 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 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restrain 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 M/�/� y SBCA at www.sbcindustry.com. vvasuLTING LLC IJob Truss Truss Type 61208297 11Qty Ply Mission-Lot 586 502 CAL HIP 15857614 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom Joh Reference(notional) 7.250 s May 11 2011 MiTek Industries,Inc. Tue Aug 28 09:20:31 2012 Page 1 I 7-1-10 ID:UuWdhiYZAgTnYNy_H4hKpUyjh W W-KdaEbeA[z5T6Vb06ughTm3H?W070sHlid?9mpyjMVE 7-1-10 7-14-1 8-3- 9 8-3-1tt 0.3- 0-3- 17-3 20 1 17-2-0 0-10-10 1_4_0 1 4x8 \\ 4x4�� Scale=1:31.1 4,14, 8.00 12 : 4,,iiiiivillillilihihih,,, ir 1N_ l N 1 '4 N I : ZZ IM 7 6 M. 5 6x6= M. 2x4 II 3x4 = 4x8 = 7-1-10 8-6-14 7-1-10 15-10-0 Plate Offsets(X,Y): [1:0-0-13,Edge],[2:0-3-8,Edge],[3:0-1-12.0-2-0],[4:0-0-3,Edge] 1 5 4 1 7-3-2 I LOADING(psf) SPACING 2-0-0 CSI TCLL 25.0 Plates Increase 1.15Vert(LL) L in0.11 (l 1-7 >999fl 2400 PLATES GRIP TCDL 7.0 Lumber Increase 1.15 TC 0.69 Vert(Vert(TL) 2 1-7 BCLL 0.0 BC 0.1158 Horz(TL)) -0.05 1-7 >823/a n/a MT20 220/195 Rep Stress Inc( YES WB 0.11 0.05 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) LUMBER Weight:701b FT=10% TOP CHORD 2 x 4 DF No.18Btr G BRACING BOT CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied,except WEBS 2 x 4 DF Std G 2-0-0 oc purlins(6-0-0 max.):2-3. WEDGE BOT CHORD Rigid ceiling directly applied or 4-5-15 oc bracing. Left:2 x 4 DF Std REACTIONS (lb/size) 1=641/0-5-8 (min.0-2-2),4=751/0-5-8(min.0-2-4) Max Horz 1=-539(LC 11) Max Uplift 1=-1498(LC 15),4=-1595(LC 18) Max Gray 1=1985(LC 10),4=2095(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. '/10 �q TOP CHORD 1-2=-3185/2519,2-3=-671/336,3-4=-3206/2547 ""f BOT CHORD 1-8=-1856/2413,7-8=-2065/2570,6-7=-2064/2565,4-6=-2020/2542 - 0 "SO4 r� WEBS 2-6=-246/261,3-6=-107/268 r� NOTES � Apt �1', 1)Unbalanced roof live loads have been considered for this design. 1/02 `i1. 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 %, 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. ) 5)*This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom ' *„4r1'v chord and any other members. .3 �:7`kr 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 1498 lb uplift at joint 1 and 1595 lb uplift at joint 4. 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)This truss has been designed for a total drag load of 260 p8.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 2-0-0 for 2058.3 plf. 'C" 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. f �C' 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. r N LOAD CASE(S) Standard 4 4.7 9 ,OREGON„� f T, 12 21, � S. RENEWAL DATE: 12/31/2 013 August 28,2012 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design of 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 designate parameters on intlP individual web er and chordoration fthe component is inemberss are for compression buckling'only,not forbuiltl ng stability bracing.Additionalner or owner of the trusses and temporraryrest restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure , is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULTING uc Job Truss Truss Type Qty PlyMission-Lot 5&6 51208297 B03 Common Truss 15657615 3 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,tom Job Reference Motional) 7.250 s May 11 2011 MiTek Industries,Inc.Tue Aug 28 09:20:36 2012 Page 1 I D:Uu WdhiYZAgTnYNy_H4hKpUyjh W W-gaN7eLErod5PcMv4gDHeT6_gO WIXh5?1 sviwROyjMV9 I 7-10-4 7-10-4 I X51-z 17-2-0 1-4-0 44 Scale=1:35.5 2 - /7 Nhit . 8.00 12 1 ril �.� 3 7�ry� ►� 4 0 6x6= 5 �� 2x4 H 3x10= 7-10-4 I7-10-4 7 10 4 7-11-12 15-10-0 Plate Offsets(X,Y): [1:0-0-13,Edge],[3:0-10-3,0-1-2] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) 0.15 1-5 >999 240 TCDL 7.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.32 1-5 >590 180 MT20 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(TL) 0.02 3 n/a n/a BCDL 10.0 Code IRC2009/TP12007 (Matrix) Weight 57 lb FT=10% LUMBER BRACING - TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 x 4 DF N0.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x4 DF Std G WEDGE Left:2 x 4 DF Std REACTIONS (Ib/size) 1=740/Mechanical,3=851/0-5-8 (min.0-1-8) Max Holz 1=-206(LC 3) Max Uplift 1=-158(LC 5),3=-253(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown . '" e TOP CHORD 1-2=-939/175,2-3=-942/186 BOT CHORD 1-6=-19/642,5-6=-19/642,5-7=-19/642,3-7=-19/642 WEBS 2-5=0/458 4 �y,,, NOTES 0 14 - 4 ,11,.0.0" 9 rk MI 1)Unbalanced roof live loads have been considered for this design. ,- 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; * Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • I 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,with BCDL=10.0psf. `'(; 5)A plate rating reduction of 20%has been applied for the green lumber members. tir,v 6)Refer to girder(s)for truss to truss connections. �A d 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 158 lb uplift at joint 1 and 253 lb uplift at joint 3. 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 PR Op ., ,ENFA GIN /% 1:t. 85 PE r - "P, . OREGON 1 ,it 9 U012 S°\044 JOSEPH ) RENEWAL DATE: 12/31/2013 August 28,2012 4 QWARNING-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 Eurtif 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 BCSI(Building Component Safety Information)available from CONSULTING SBCA at www.sbcindustry.com. VVasucnnrc LLC Job Truss Truss Type Qty Ply Mission-Lot 5&6 81208297 C01 Common Truss 1 1 15857616 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:22 2012 Page 1 _,d 0 is-I-a ID:UuWdhiYZAgTnYN13-7-0 pUyjhWW-fuRgW2Taoa1wup11-0 4j12obFcN?WJI3oFkNyjgAR 6-9-8 13-7-0 1-4-0 6-9-8 I 14-11-0 6-9-8 1-4-0 404= Scale=1:36.3 5 PI 2x4 I IdlIhiI1 ,,Ai " 1 Cha.K4 K•Ii PA i L• 4K•z•m •ii PI•I•mvgKi wz•‘K•:•IiiKwymgKA��2wy9 3x8 = 14 13 12 11 10 3x6= 2x4 II 2x4 I I 2x4 I I 2x4 I I 2x4 I I 18-2-4 I 13-7-0 13-7-0I Plate Offsets(X,Y): [2:0-3-9,0-1-8].[8:0-3-9.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.00 9 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 9 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 H0rz(TL) 0.00 8 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.01 9 n/r 90 Weight:64 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 REACTIONS All bearings 13-7-0. _ (Ib)- Max Horz2=163(LC 4) Max Uplift All uplift 100 lb or less at joint(s)2,14,10 except 8=-108(LC 6), 13=-108(LC 5),11=-108(LC 6) Max Gray All reactions 250 lb or less at joint(s)2,8,12,13,14,11,10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. " 'p _.li 0•� h NOTES 4, O�WAsy 'r.� 1)Unbalanced roof live loads have been considered for this design. 4 l' f"r C� 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 ft • ' Q. left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ! 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. f 4)Gable requires continuous bottom chord bearing. 1' 44*5)Gable studs spaced at 2-0-0 oc. 0 ' 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 $ 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)2,14,10 except Opz (jt=lb)8=108,13=108,11=108. 11.0 �� S 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced c3� 01NE 4. `S/0 standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. (y p 'x' 85 5PE r" LOAD CASE(S) Standard 13,,e. v OREGON, ' , 4 '9, LC y 12 t ,•ti's+ aQSE�PH ' RENEWAL DATE 12/31/2013 August 28,2012 t AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design it 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 restrain , designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. MV@LI�� LLC Job Truss Truss Type Qty Ply Mission-Lot 586 01208297 CO2 Common Truss 3 1 15857617 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7250 s Aug 25 2011 MiTek Industries,Inc. Mon WAu 27 10:57:23 2012 Page 1 1_4-0 18-f-4 6 9 8 ID:UuWdhiYZAgTnYNy_H4hKpUyjhW -74?CjOUCZu9nWzM_vOZFyff 73?WQ6QVSW)XpGpyjgAQ 1-4-0 6-9-8 II 13-6-10 6-9-2 4x4= Scale=1:33.9 - 3 PI 8.00 12 Iiiiiiih.. , 2 4 3x8= 5 18_2-4 2x4 II 3x10 = 18-2-4 I 6-9-8 I 13-6-10 6-9-8 6-9-2I Plate Offsets(X,Y): [2:0-8-3.0-0-101.[4:0-10-0.0-1-01 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.50 Vert(LL) 0.08 4-5 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.16 4-5 >969 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:49 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. - BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStd G REACTIONS (lb/size) 4=549/Mechanical,2=661/0-5-8 (min.0-1-8) Max Horz2=178(LC 4) Max Uplift4=-134(LC 6),2=-230(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-666/157,3-4=-661/144 BOT CHORD 2-5=-24/432,4-5=-24/432 EM 0 ° s WEBS 3-5=0/322 w '.r� NOTES 7rr• 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilevertiii left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ., 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. / 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I :rt `'- fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. ,pg� 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=134, 2=230. 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. � PROP? 9)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. C s 3lN 4. 0/ LOAD CASE(S) Standar `' "zt" 85 PE r 'Pi d OREGON,, 4 '"QA_ )112''?. ` „g� VdOS �n Ol' RENEWAL DATE 12/31/2013 August 28,2012 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 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 SCSI(Building Component Safety Information)available from CONSULTING SBCA at www.sbcindustry.com. CONSULTING LLC IJob61208297 CO2S Truss Truss Type Mission-Lot 566 Common Truss I1Qty 1Ply 1 15857618 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) I 7250 s 1 -1-4-018-i-a 6-9-8 ID:UuWdhiYZAgTnYNy_H4hK UAf9WW74?CjOUCZu9011 MiTek nWzM vInc pZnAug66?Um60VSWX27 10:5723 2012 aG1 1-4-0 P Yl _ ECyy7 6-9-8 1 13-6-10 16-2-3 1 P PY19AQ 6-9-2 I 4x4= Scale=1:33.9 3 �, 8.00 12 2 4 Ili 1 ►� ' j$ 4x6= 5 6 18-2-4 2x4 II 4x8= 18-2-4 I 6-9-8 6-9-8 I 13-6-10 Plate Offsets(X.y): [2:0-0-0,0-0-4] 6-9-2 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (l 4-5 I/99fl 40 PLATES GRIP TCLL 25.0 Plates Increase 1.15 TCDL 7.0TC 0.56 Vert(LL) 0.09 4-5 >94 280 MT20 220/195 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.17 4-5 >914 180 BCLL 0.0 * Rep Stress Incr YES WB 0.13 BCDL 10.0 Code IRC2009/TPI2007 Horz(TL) 0.03 4 n/a n/a (Matrix) Weight:49 lb FT=10% LUMBER TOP CHORD 2 x 4 DF No.1&Btr G BRACING BOT CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 4-10-0 oc bracing. REACTIONS (lb/size) 4=549/Mechanical,2=661/0-5-8 (min.0-2-0) Max Horz2=275(LC 14) Max Uplift4=-1324(LC 18),2=-1420(LC 15) Max Grav4=1740(LC 9),2=1851(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2744/2207,3-4=-2763/2218 'O BOT CHORD 2-5=-1632/2040,5-6=-1632/2040,4-6=-1756/1911 4' s WEBS 3-5=0/322gjAqt, �. NOTES 4 �rit'� ► �r. l^+,? Q. 1)Unbalanced roof live loads have been considered for this design. teur 3. f 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` 7 left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 l 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4C 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 r � 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)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)4=1324, 2=1420. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced hep. P ar s standard ANSIlfPI 1. • 9)This truss has been designed for a total drag load of 260 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag •C�� �NC7� �'7 � loads along bottom chord from 11-6-10 to 13-6-10 for 1761.8 plf. '✓� 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. QZ(r 85 PE r LOAD CASE(S) Standard [,, v OREGON N , =4 12 2$ 4, `#OSEPH O RENEWAL DATE 12/31/2013 August 28,2012 lt AWARNING-Verifydesign 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/ rak diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Mission-Lot 5&6 81208297 D01 Common Truss 15857819 1 1 Job Reference(Optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Hemmer 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:24 2012 Page 1 -1-4-0 18-2-4 5-7-4 ID:UuWdhiYZAgTnYN1-2-8 pUyjhWWcGZbwkUrJCIe86-6-s 9860DOxnrujblNHMoFyjgAP 1-4-0 5-7-4 I 11-2-8 I 12-6-8 l 5-7-4 1-4-0 404= Scale=1:30.3 4 L, 002043h1Iii1 . ,1 �1miIR�L��1 �► ��►iwl►�i►A`�0 ��L���'R►� 7= 10 9 8 3x6= 18-2-4 2x4 I I 2x4 I I 2x4 I I I 11-2-8 Plate Offsets(X,Y): [2:0-3-9.0-1-8],[6:0-3-9.0-1-8] 11-2-8 I LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) -0.00 7 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 7 n/r 180 BOLL 0.0 * Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.01 7 n/r 90 Weight:49 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 REACTIONS All bearings 11-2-8. _ (Ib)- Max Horz2=136(LC 4) Max Uplift All uplift 100 lb or less at joint(s)except 2=-110(LC 5),6=-126(LC 6), 10=-136(LC 5),8=-136(LC 6) Max Gray All reactions 250 lb or less at joint(s)2,6,9 except 10=286(LC 1), 8=286(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WON i NOTES 4" {3I SS '4y # 1)Unbalanced roof live loads have been considered for this design. T`, p. Q,06x 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MW FRS(low-rise)gable end zone;cantilever ,r left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ,,, 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry f Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. °iL• + 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • " rf ��, 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 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 110 lb uplift at joint 2,126 lb uplift at joint 6, 4,C''tAD -Q ts 136 lb uplift at joint 10 and 136 lb uplift at joint 8. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced �� � 4fi ° standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. "E. LOAD CASE(S) Standard /, Cr ,L �,,OREGON b., „, i;i, 0'12 2- etr- EP FENEWNAL DATE: 12/31/2013 August 28,2012 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design f valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ' designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from �yfv� T1 /� SBCA at www.sbcindustry.com. CONSULT NG LLC Job Truss Truss Type Qty Ply Mission-Lot s&6 B1208297 D02 KINGPOST 156s7620 1 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional)7250 s g 18-2-4 ID:UuWdhiYZAgTnYNy_H4hK25 lT27 10:5725 2012 pUyjh W W-4T6z84VT41 MiTek VOOVIs 2 G WInc. MonAug 1 RbiiLfVpoAvaGul_10vLiyjgAO I 5-7-4 5-7-4 I 11-2-8 5-7-4 4x4= Scale=1:29.2 2 4, 8.00 12 1 3 �/ 5 6 a 7 6 ./ 3x6-.2LUS24 18-2-4 LUS24 3x6 I I LUS24 LUS24 , 3x6 LUS24 18-2-4 I 1-8-43-8-4 5-7-4 7-6-4 1-8-4 2-0-0 1-11-0 I I 9-6-4 1- Plate Offsets(X,Y): 14:0-3-12.0-1-8] 1-11-0 2-0-0 1-68-4-4 6 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.35 TCDL 7.0 Lumber Increase 1.15 BC 0.51 Vert(TL) -0.07 1-4 >999 180 MT20 220/195 BOLL 0.0 * Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 3 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.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (Ib/size) 1=932/0-5-8 (min.0-1-8),3=932/0-5-8 (min.0-1-8) Max Horz 1=-129(LC 3) Max Uplift1=-73(LC 5),3=-73(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1151/108,2-3=-1151/108 BOT CHORD 1-5=-10/855,5-6=-10/855,4-6=-10/855,4-7=-10/855,7-8=-10/855,3-8=-10/855 'O s WEBS 2-4=0/888 .' NOTES Ar O0 V/�e "4' dk 40 1)Unbalanced roof live loads have been considered for this design. �} 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever / left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Upsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ► % Air fit between the bottom chord and any other members. 5)A plate rating reduction of 20%has been applied for the green lumber members. littyyr u :-� � •vi 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 1 and 73 lb uplift at joint •�+Rl 3. 7)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. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. j�/Ge 9)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 1-8-4 �•Ca �6IN Sj from the left end to 9-6-4 to connect truss(es)JB02(1 ply 2 x 4 DF) to back face of bottom chord. ki 9 Q 10)Fill all nail holes where hanger is in contact with lumber. 11)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=-20,1-2=-64,2-3=-64 '*P © CiQ ,,, 4t:, Continued on page 2 y U� 2 � RENEWAL DATE: 12/31/2013 August 28,2012 i AWARNING-Verifydesign parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design r 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 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 CON SBCA at www.sbcindustry.com. "" SULTING LLC Job Truss Truss TypeQty Ply Mission-Lot 5&6 61208297 D02 KINGPOST 1 1 15857620 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s Aug 25 2011 MiTek e 2 ID:UuWdhiYZAgTnYNy_H4hKpUyjhVV W-4T6z84VT4VOVIGWM 1 Inc. Mon RbiiLfVpoAvaGul 27 10:57:25 201210vLiyjgAO LOAD CASE(S) Standard Concentrated Loads(lb) Vert:4=-192(B)5=-160(B)6=-224(B)7=-224(B)8=-160(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 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 restrain , 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 w�fu�// T/u/� SBCA at www.sbcindustry.com. IYMSUL*I GLLC Job Truss Truss Type Qty Ply Mission-Lot 536 B1208297 E01 Common Truss 1 1 15857621 Pro-Build Clackamas Truss,Clackamas,OR 97015-112%Kendra Flemmer Job Reference(optional) 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:25 2012 Page 1 1-4-0 18-2-4 4-10-0 ID:UuWdhiYZAgTnYONy6_H4hKpUyjhWW-4T6z84VT4VQVIGINM1RbiiLfZ2oHKaMAI_10vLiyjgAO 1-4-0 4-10-0 I 0 11-0-0 4-10-0 1-4-0 4x4= Scale=1:27.9 4 A2x4I 52x4 II 41I116 , AVA EOM 17 8 2x4 II 2x4 II 2x4 I I 3x4= 18-2-4 I 9-8-0 9-8-0 LOADING(psi.) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) -0.01 7 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 7 n/r 180 BCLL 0.0 " Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code IRC20091TPI2007 (Matrix) Wind(LL) 0.01 7 n/r 90 Weight:42 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 SOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - OTHERS 2 x 4 DF Std G REACTIONS All bearings 9-8-0. (Ib)- Max Horz2=118(LC 4) Max Uplift All uplift 100 lb or less at joint(s)8 except 2=-112(LC 5),6=-128(LC 6), 10=-100(LC 5) Max Gray All reactions 250 lb or less at joint(s)2,6,9,10,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,0$BPp o' b NOTES 4r 1)Unbalanced roof live loads have been considered for this design. 4,110 p w�+s , 2)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever O left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 J . . ,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 ur 7 Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. P 5)Gable studs spaced at 2-0-0 oc. 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 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)8 except(jt=lb)2=112 ,6=128,10=100. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. � AD PRQr<FSto 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced Ga � /0 standard ANSI/TPI 1. „So. 4 ' 12)"Fix heels only”Member end fixity model was used in the analysis and design of this truss. LG LOAD CASE(S) Standard =5 5PE ,y, �,OREGON,� 4c 12 't• 14, LlY RENEWAL DATE: 12/31/2013 August 28,2012 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral 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 SBCA at www.sbcindustry.com. YV/WVLiIIf��1 LLC Job (Truss Truss Type Qty Ply Mission-Lot 5&6 61208297 E02 Common Truss 15857622 1 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:5726 2012 Page 1 -1-4-0 18-2-4 ID:UuWdhiYZAgTnYNy_H4hKpUyjhWW-YfgLLQI--4 11 05Yb86xEZBj9CaxJouuDhmTtByjgAN 4-10-0 9-8-0 1-4-0 4-10-0 l I 11-0-0 4-10-0 1_4.0 4x4= Scale=1:27.7 3 /1 2 8.00 12 N lihhhhhh 6- r 4 MI M 1 IM 6 WI 3x4 = 2x4 II 3x4 = 18-2-4 18-2-4 I 4-10-0 I9-8-0 4-10-0 4-10-0 l LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.01 2-6 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.14 Vert(TL) -0.03 2-6 >999 180 BOLL 0.0 * Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:38 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb/size) 2=487/0-5-8 (min.0-1-8),4=487/0-5-8 (min.0-1-8) Max Horz2=118(LC 4) - Max Uplift2=-189(LC 5),4=-189(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-430/84,3-4=-430/83 BOT CHORD 2-6=0/269,4-6=0/269 NOTES �() b s • 1)Unbalanced roof live loads have been considered for this design. Q � t. r�t� 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 f��: +°' left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , / 4)*This truss has been designed for a live load of 20.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. 5)A plate rating reduction of 20%has been applied for the green lumber members. AV 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=189, -' 4=189. b�r,,,,.' 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced •ten standard ANSI/TPI 1. AL li°4-4 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. likLOAD CASE(S) Standard �) Gy 85 5PE C" IIOREGON,` ,,Q 14, 12 25 - RENEWAL DATE: 12/31/2013 August 28,2012 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 of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restrain ' t!" 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 /s/� SBCA at www.sbcintlustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Mission-Lot 5&6 81208297 JA01 Jack-Open Truss 1 1 15857623 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 2011 Tek I I 7.250 ge 1 18-2-4 I1I�WdhiYZAgTnYNy_H4h1SpJyjMNW-YfLLQ WSrpYMNQ5Yb86xInc. Mon EZBiRCRyJhMuDh27 10:57:26 2012 mTtByjgAN4-8-2 e-o0 24-10,9_5- 11-a-a 15-If-a 4-8-2 3-3-14 5-5-d -2-5-0 4-10-0 5 Scale=1:61.2 c5 8.00 12 4 2x4 II 3 3x6 i O 2 0 8 Adn _ d 3x6 = 9 10 11 8 76 LUS24 3x6 II 3x6"=- LUS24 LUS24 LUS26 18-2-4 1e-2-4 24-10-8 27-1-3 2-0-12 Or -0 2-0-12 4-0-12 2-0-0 0'7-6e- 1-0-106-0-12 1-11-08-p Plate Offsets(X,Y): [2:0-2-0.0-1-81.[7:0-2-4.0-1-8],[8:0-4-8.0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.03 1-8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.71 Vert(TL) -0.08 1-8 >999 180 BCLL 0.0 * Rep Stress lncr NO WB 0.57 Horz(TL) -0.01 5 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:55 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18atr G TOP CHORD Structural wood sheathing directly applied or 5-10-2 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStd G REACTIONS All bearings 0-5-8 except(jt=length)5=Mechanical,7=Mechanical,4=0-1-8. (Ib)- Max Horz 1=410(LC 5) Max Uplift All uplift 100 lb or less at joint(s)5 except 1=-139(LC 3),7=-448(LC 5), 4=-205(LC 5) Max Gray All reactions 250 lb or less at joint(s)5,4 except 1=1087(LC 1),7=1196(LC 1) 110SBPN a FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y TOP CHORD 1-2=-1179/197,2-3=-255/41 r O�S hl$f�j, P. BOT CHORD 1-9=-329/926,9-10=-329/926,8-10=-329/926,8-11=-329/926,7-11=-329/926 �' wC0 WEBS 2-8=-278/1291,2-7=-1317/467 / +ae NOTES * P 1)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 .6 4" 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �, 3)*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. 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. t° PROFFs 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5 except(jt=lb)1=139 7=448,4=205. CO '"�tjv Fh '7 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4. Orf 1* 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced $3 U L standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. / 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 4-0-12 to connect truss(es)CO2(1 ply 2 x 4 DF) to back face of bottom chord. 13)Use Simpson Strong-Tie LUS26(4-10d Girder,3-10d Truss,Single Ply Girder)or equivalent at 6-0-12 from the left end to connect � O A. .(fir truss(es)CO2(1 ply 2 x 4 DF) to back face of bottom chord. (/4 1 2 t Q�tFr1� 8R1bg9�ewhere hanger is in contact with lumber. ki RENEWAL DATE 12/31/2013 August 28,2012 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 writ/ desidiagonallons brac ng toon insure during construction isividual web and chord rs are for the responsibility of the installeression r.Adonlditional penot rmanent buildingstabilitstability braconal ing ng 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 /�t/�����@���� �plu/w� SBCA at www.sbcindustry.com. Vti/NSUL17NO LLC iii Job `Truss Truss Type 1Qty Ply Mission-Lot 586 61208297 JA01 Jack-Open Truss 15857623 1 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s Aug I D:UuWdhiYZAgTnYNy_H4hKpUyjhSWVV-YfgLLQ WSrpYMNQ5Yb86xEZBiRCRyJhMuDhmTtByjgAN NOTES 2011 MiTek Inc 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:1-5=-64,1-6=-20 Concentrated Loads(Ib) Vert:9=-529(B)10=-529(5)11=-529(B) AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design it valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint , designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from COWLING SBCA at www.sbcindustry.com. frV/�i7YLi/�Q LLC • Job Truss Truss Type Qty Ply Mission-Lot 586 B1208297 JA04 Jack-Open Truss 15857624 1 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:27 2012 Page 1 x1-4014 6-0-0 ys�� °tjyl)yAIdhiYZAgT9y_� H4hKpUyjj tiV-OrEjZmXjc7gD?aglBseAnmkoHcri2GW2RLVOPayjgAM 1-4-0 8-0-0 1 17-4-3 1 9-4-3 8.00 12 7 Scale=1:70.2 IS d V 3x6 i 5 4 10 Y 3 r 2 d 1 3x4 = 8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc I/deft Lid PLATTCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.16 2-8 >562 240 M20ES 220/1195 TCDL 7.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.49 2-8 >187 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IRC2009/TP12007 Horz(TL) -0.01 7 n/a n/a (Matrix) Weight:42 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. REACTIONS All bearings 0-1-8 except(jt=length)7=Mechanical,2=0-5-8,8=Mechanical. (Ib)- Max Horz2=588(LC 5) Max Uplift All uplift 100 lb or less at joint(s)7,4 except 3=-500(LC 5),6=-266(LC 5) Max Gray All reactions 250 lb or less at joint(s)7,8,4 except 2=391(LC 1),3=536(LC 1),6=292(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-534/164 NOTES . .10931/71 b`° . 1)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever 4, O0 WYASy�C��{� left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 . ''Y 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 i ter: ry 3)*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 p! �Or fit between the bottom chord and any other members. 4)A plate rating reduction of 20%has been applied for the green lumber members. v / 5)Refer to girder(s)for truss to truss connections. t 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,6. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding100 lb uplift at joint(s)7,4 except t=lb t! 3=500,6=266. p p G— ) 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,6. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced _ standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. <�� p (jfC LOAD CASE(S) Standard ��5 0,I NE' "Y 8552 E r' 11:1. �,OREGON,t �'v 14, `'4`12 `' `12 `gyp' -c-S tiQSEP1-001" RENEWAL DATE 12/31/2013 August 28,2012 4 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 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 restrain Ert 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 SBCA at www.sbcintlustry.com. CONSUL INN LLC • Job Truss Truss Type Qty Ply Mission-Lot 586 B1208297 JA05 Jack-Open Truss 1 1 15857625 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 011 MiTek e 1 ID:UuWdhIYZA TnYN50H4hK2U2hWW-0rEZmXc71D?a Aug18senc. Mon mktucka25c2RLV27 10:57:27 2012 OPa ' AM 18-2-4 18-2-4 24-108 191$7-08-ey-28-7-7 P Yl 1 1 9 9 Y19 1 4 8-2 I 3 -3-14 I 115-8-15 7-8-15 -4-8-15 1117-0-0 1 4-10-0 6 Scale=1:71.0 5 8.00 12 4 2x4 I1 d 3 4x6 i d 2 8 1 1.7 .1117;ME1h.111a, 3 = 10 11 9 12 8 7 LUS26 3x8 11 3x6 LUS26 LUS26 18-2-0 18-2-4 27.68 28-7-7 24-10-8 1 -0-12 1 4-0-12 ¢8 78-0-19 I 0-0-0 2-0-12 2-0-0 d-7$1-0-t0 1-114 Plate Offsets(X,Y): [2:0-2-0.0-2-0].[8:0-2-4,0-1-8],[9:0-4-12,0-1-8] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.05 1-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.10 1-9 >887 180 BCLL 0.0 * Rep Stress Incr NO WB 0.76 Horz(TL) -0.02 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (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 5-2-5 oc purlins. - BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStd G REACTIONS All bearings 0-1-8 except(jt=length)1=0-5-8,6=Mechanical,8=Mechanical. (Ib)- Max Horz 1=481(LC 5) Max Uplift All uplift 100 lb or less at joint(s)6 except 1=-179(LC 3),8=-484(LC 5), 4=-208(LC 5),5=-203(LC 5) Max Gray All reactions 250 lb or less at joint(s)6,4,5 except 1=1367(LC 1), 8=1490(LC 1) 3 soSEPH FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 49 Oii WAS 1.6% TOP CHORD 1-2=-1487/243,2-3=-340/43,3-4=-269/50 BOT CHORD 1-10=-363/1179,10-11=-363/1179,9-11=-363/1179,9-12=-363/1179,8-12=-363/1179 WEBS 2-9=-332/1727,2-8=-1677/515 , NOTES 1)Wind:ASCE 7-05;110mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 +� ,,, 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4 r 3)*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. 'uN AL 4)A plate rating reduction of 20%has been applied for the green lumber members. 5)Refer to girder(s)for truss to truss connections. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. , tROP 55 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except(jt=lb)1=179 0' 8=484,4=208,5=203. 9)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)4,5. 85pE f+ 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. / 12)Use Simpson Strong-Tie LUS26(4-10d Girder,3-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from the left end to 6-0-12 to connect truss(es)B03(1 ply 2 x 4 DF) to front face of bottom chord. � � tr 13)Fill all nail holes where hanger is in contact with lumber. 04, 440 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'Q J6,4)/12 2S ContiLOAD CASE(S)ge Standard J ©SEMA 10 RENEWAL DATE: 12/31/2013 August 28,2012 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restrain , 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 SCSI(Building Component Safety Information)available from I�/f�I Tl�/w SBCA at www.sbcindustry.com. CONSULI7NO LLC Job Truss Truss Type Qty Ply Mission-Lot 5&6 B1208297 JA05 Jack-Open Truss 1 1 15857625 Pro-Builtl Clackamas Truss,Clackamas,OR 97015-1129,Kendra Flemmer Job Reference(optional) 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Aug 27 10:57:27 2012 Page 2 I D:UuWdhiYZAgTnYNy_H4hKpUyjh W W-0rEjZmXjc7gD?aglBseAnmktucka25c2RLVOPayjgAM LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-6=-64,1-7=-20 Concentrated Loads(Ib) Vert:10=-720(F)11=-720(F)12=-720(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 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 restraint/ iFt diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from /�/� �/ SBCA at www.sbcintlustry.com. ^"NSULTI"G LLC Symbols Numbering System A General SafetyNotes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y Failure to Follow Could Cause Property offsets are indicated. I 6-4-8 I dimensions shown in ft-in-sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. (Drawings not to scale) 11� and fApply ullpylatesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g.diagonal or X-bracing,is always required. See BCSI1. �� 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral 0-1/1 6 1 braces themselves may require bracing,or alternative T,I,or Eliminator bracing should be 2 3 considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced init C1-2 C2_3 trusses. III 4. Provide copies of this truss design to the building designer,erection supervisor,property MI 4ill owner and all other interested parties. 5. Cut members to bear tightly against each other. p 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint O locations are regulated by ANSI/TPI 1. 1% For 4 x 2 orientation,locate = O 7. Design assumes trusses will be suitably protected from the environment in accord with plates 0 '46 from outside = ANSI/TPI 1. O edge of truss. O 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted,this design is not applicable for use with fire retardant,preservative C7-8 C6-7 C5-6 O BOTTOM CHORDS treated,or green lumber. 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General This symbol indicates the practice is to camber for dead load deflection. �� required direction of slots in 8 7 6 5 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirement:. Connector plates. 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. *Plate location details available in MiTek 20/20 13.Top chords must be sheathed or purlins provided at spacing indicated on design. 14.Bottom chords require lateral bracing at 10 ft spacing,or less,if no ceiling is installed,unless software or upon request. otherwise noted. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE 15.Connections not shown are the responsibility of others. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 16.Do not cut or alter truss member or plate without prior approval of an engineer. PLATE SIZE THE LEFT. 17.Install and load vertically unless indicated otherwise. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT risks.Consult with project engineer before use. 4 x 4 width measured perpendicular NUMBERS/LETTERS. 19.Review all portions of this design(front back,words and pictures)before use.Reviewing pictures alone is not sufficient. to slots.Second dimension is 20.Design assumes manufacture in accordance with ANSI/7P11 Quality Criteria. the length parallel to slots. 21.Unless information is otherwise provided to DrJ in writing,the use of these designs presumes approval,through the building designer or owner of the trusses,of the loads and related PRODUCT CODE APPROVALS LATERAL BRACING LOCATION design assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual design drawings. ICC-ES Reports: 22.These trusses are designed using MiTek Sapphire standard analysis methods in accordance with ANSI/TPI 1 and related proprietary information. /� Indicated by symbol shown and/or 23.It is extremely important to properly install temporary restraint and diagonal bracing,in �� by text in the bracing section of the ESR-1311,ESR-1352,ER-5243,9604B, accordancewthBCSI-62 or 9730,95-43,96-31,9667A using proprietary methods lateral Stabilizer,etc.). output. Use T,I or proprietay bracing 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss (e.g.eliminator) if indicated. NER-487,NER-561 components unless specifically noted. 951 10,84 32,96 67,ER 3907,9432A 25.Graphical purlin representation,if shown,does not depict the size or orientation of the purlin along the top and/or bottom chord.Purlins must be designed by others for size,and positioned BEARING in such a way as to support the imposed load along the clearspan of the puffin. 26.Due to the lateral thrust developed by scissor type trusses,if scissor type trusses are part of %."-- this design,careful consideration should be given to bearing wall conditions.Bearing walls of Indicates location where bearings scissor type trusses should be designed in such a manner that the walls will safely withstand (supports) occur. Icons vary but the lateral forces of the trusses.Consideration of these items is not a part of this truss design ©201 1 DrJ Consulting,LLC All Rightsand is not the responsibility of the truss plate supplier,the truss designer,nor the truss r reaction section indicatesjoint g Reserved The fabricator. Competent professional advice should be secured relative to these items. number where bearings occur. 27.The accuracy of the truss design drawing relies upon accurate metal plate connector design values as published by MiTek and accurate design values for solid sawn lumber. ® Design values(E,Emin,Fb,Fc,Fop,Ft,and Fv)for solid sawn lumber and approved, I grade stamped,finger jointed lumber shall be as defined by the grade stamp prior to Industry Standards: 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 ANSI/TPI1: National Design Specification for Metal Committee in accordance with the latest edition ofANSI/TPI1Section 6.3. Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. DrJ Consulting, LLC BCSI I: Building Component Safety Information, Guide to Good Practice for Handling, 6300 Enterprise Lane Installing&Bracing of Metal Plate CONSULTING LLC Madison,WI 53719 Connected Wood Trusses.