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Plans (2) v. -1F fi Vit, ;;,„,,; ;,,:,,,..,",: y 18-09-08 y y 18-09-08 1 � a to E02 71 v n . � m D X 41,1:5,7%,2.01)_- 70oc,51___ o .Z) D g o A z �_ F02 ■ . 1/7.)... O . mp �' " b z _ �� 0g I I A05 N 2 D � Q o S � rn AI I)? ::oI2 _ W �, g _N � � � o g N ca r / I. C > �l�i�, it Z C.1 E JR!, nRjtl 40 0 0 0 Xi A06 F 5Q a r", _ ,t I R , ��A (3 600 — _. C 43-09-08M/ 3 09 08 3_ $ m 15877 SE 98th Ave THIS ISA TRUSS PLACEMENT DIAGRAM ONLY. TRUSS LOADING These louses are designed as individual building 111 P R 0 3111 —id components to be into the building design TCLL(PSS):25 Clackamas, OR 97015 at the specification incorporated the building designer.See the individual design sheets for each truss design identified TCDL(PSF):7 Phone: 1-503-557-8404 on the placement drawing.The building designer is BUILDER: Horton DATE: SCALE: responsible for temporary and permanent t bracing of the BCLL(PSF):0 �-] Dr09/02/2011 NTS roof and floor system and for the overall structure.The BCDL(PSF'):10 '.'----:l '::l design of the truss support structure including headers, TL(PSF):42 M1 PROJECT:3724 B DRAWN JOB 8: beams walls,and columns is the responsibility of the BY: building designer.For general guidance regarding Wind Speed:100 B P v B1110766 bracing,consult"Bracing of wood trusses"available LL DEFL:1/240 from the Truss Plate Institute,583 D'Onifrio Drive; ADDKESS`Portland, OR Madison,WI 53179 y,. 'ifir#1 CONSULTING LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: Bi 1 10766 Dr Horton-3724 B 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: I4925649 thruI4925664 My license renewal date for the state of Oregon is December 31,2011. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, .. finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSI/TPI 1 Section 6.3. Q��S�� toed eF9 s/�9 85525PE .- 1.1 ,OREGON 1 94, G�Y 12 2-0. � REN .t if-sr r September 8,2011 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. Job Truss Truss Type City Ply Dr Horton-3724 B 14925649 B1110766 A01 Common Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:30 2011 Page 1 ID:MLsj W2joIIkZrKbyRSgEz6yhgCPb-JFYC79GevOEuwzCtnDC?3UJkIkOOnHDE54brT8ythvB -1-2- 7-3-9 I 14-7.3 21-10-12 29-2-5 36-5-15 43-9-8 4i-11-10 1-2-2 7-3-9 7-3-9 7-3-9 7-3-9 7-3 9 7-3 9 1-2-2 Scale=1:73.9 5x6= 5.00 12 6 3x4 % 3x4 3x6% 7 3x6 5 4 in 2x4 // 2x4 \\ 10 11 2 + I' o x1 15 14 13 12 4x10,= 4x10 = 3x4= 5x12 MT18H= 5x12 MT16H= 3x4 = 8-5-6 � 16-10-12 26-10-12 35-4-2 � 43-9-8 8-5-6 8-5-6 10-0-0 8-5-6 8-5-6 Plate Offsets(X,Y): (2:0-0-0,0-0-41,[5:0-1-8,0-1-81[7:0-1-8,0-1-8],[10:0.0-0,0.0-41,[12:0-1-12,0-1-81,[13:0-6-0,0-3-01.[14:0-6-0,0-3-01,[15:0-1-12,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.59 13-14 >879 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -123 13-14 >421 180 MT18H 220/195 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 Horz(TL) 0.26 10 n/a n/a Weight:203 lb FT=10% BCDL 10.0 Code IRC2009/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W1:2x4 DFNo.1&BtrG REACTIONS (lb/size) 2=2144/0-5-8 (min.0-2-5),10=2144/0-5-8 (min.0-2-5) Max Horz 2=121(LC 5) Max Uplift 2=-374(LC 5),10=-374(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4564/661,3-5=-4394/690,5-6=-3536/574,6-7=-3536/574,7-9=-4394/691,9-10=-4564/661 BOT CHORD 2-15=-634/4110,14-15=-436/3438,13-14=-204/2545,12-13=-315/3438,10-12=-513/4110 WEBS 6-13=-234/1296,7-13=-785/341,7-12=-162/779,9-12=-373/225,6-14=-234/1296,5-14=-785/341, 5-15=-162/779,3-15=-373/225 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 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 374 lb uplift at joint 2 and 374 lb uplift at joint 10. 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 CEO PRO � No1NEF9 soy 'Cr PE 9f GREG• �Q 14, 00,72 2'4 4/0sEPN RENEWAL DATE:12/31/2011 September 8,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability tal7k1 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, CONSULTING LLC 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. r Jqb Truss Truss Type Qty Ply Dr Horton-3724 B B1110766 A02 COMMON TRUSS 14925650 3 1 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 Job Reference(optional) 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:31 2011 Page 1 1 7-3-9 147-3 21-10-12 ID:MLOVV20111(ZrKbyRSgEz6yhgCb-nR6aKVHHghMIY7m3LwjEchrwR81RWIBNJkLP?byfhvA 2-2 7-3-9 I29-2-5 7_3-g 36-5-15 7-3-9 73-9 7-3-9 I 43-3-9 4 -21-27 7-3-9 1- 10 2-2 Scale=1:73.9 5x6= 5.00 12 6 i1 3x6 3x4 3x4 5 7 3x6 4 .\., 8 x4 \\ 3 2x4 // 9 2 ;if! ..aillIllIllIllIl `. b : y �1/.._11 III 10 A A A A l �11v 15 �- 4x8= 16 3x8 II 3x8 0 3x8 II 3x8 II 14 13 12 0 3x4 = 5x12 MT18H WB =8x8= 4x8= 8x8=5x12 MT18H WB = 3x4= 8-5-6 16-10-12 26-10-12 8-5-6 I 35-4-2 43-9-8 8 5 6 10-0-0 8-5-6 I Plate Offsets(X,Y): 12:0-0-0,0-0-41[10:0-0-0,0-0-4),114:0-2-8,0-2-41[15:0-2-8,0-2-0] 8-5-6 LOADING(psf) SPACING 2-0-0 CSI DEFL TCLL 25.0 Plates Increase 1.15in 14-15 I/99Fl 2400 PLATES GRIP TCDL 7.0 TC 0.93 Vert(LL) -1.03 >9991MT18 220/195 Lumber 1.15 BC 0.87 Vert(TL) -1.01 14-15 >517 180 BCLL 0.0 * Rep Stress Ina YES WB 0.55 Horz(TL) 0.38 10 n/a n/a MT18H 220/195 BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:250 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400E 1.7E*Except* TOP CHORD Structural wood sheathing directly applied. T1:2 x 4 DF No.186tr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. yBOT CHORD 2 X 4 DF 2400E 1.7E WEBS 2 x 4 DF Std G*Except* W1:2x4DFNo.1&BtrG,W2:2 X 12 DF No.2 G OTHERS 2 x 4 DF Std G 'REACTIONS (lb/size) 2=2217/0-5-8 (min.0-2-6),10=2217/0-5-8(min.0-2-6) Max Horz 2=121(LC 5) Max Uplift 2=-279(LC 5),10=-279(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4681/420,3-5=-4529/450,5-6=-3795/320,6-7=-3795/316,7-9=-4529/452,9-10=-4681/422 BOT CHORD 2-17=-414/4237,15-17=-222/3701,14-15=-26/2734,12-14=-98/3701,10-12=-295/4237 WEBS 6-14=-117/1402,7-14=-723/339,7-12=-158/628,9-12=-380/230,6-15=-119/1402,5-15=-723/336, 5-17=-151/628,3-17=-380/231 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 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 279 lb uplift at joint 2 and 279 lb uplift at joint 10. 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)Load case(s)1,2,3,4,5,6,7,8,9,10 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. '(.PED PROFFS 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��\� �pQINEF9 Dy LOAD CASE(S) Standard 1)Regular Lumber Increase=1.15,Plate Increase=1.15 it* ' 25PE 19^' Uniform Loads(plf) , Vert:1-6=-64,6-11=-64,2-18=-20,18-19=-60,15-19=-20,15-20=-40(F=-20),20-21=-80(F=-20),14-21=-40(F=-20),14-22=-20,22-23=-60,10-23=-20 / • 2)IBC BC Live:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) 13 L „OREGON,� Q Vert:1-6=-14,6-11=-14,2-15=-40,14-15=-60(F=-20),10-14=-40 3)MWFRS Wind Left:Lumber Increase=1.33,Plate Increase=1.33 92 (r�Y7p 2p1 Uniform Loads(plf) �0SEPH Vert:1-2=34,2-6=19,6-10=17,10-11=11,2-15=-12,14-15=-32(F=-20),10-14=-12 Horz:1-2=-43,2-6=-27,6-10=25,10-11=20 RENEWAL DATE 12/31/2011 Continued on page 2 September 8,2011 4 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design • valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restrain airitN 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. CONSULTING LLC Job Truss Truss Type Oty Ply Dr Horton-3724 B 4925650 A02 COMMON TRUSS 3 t 81110766 Job Reference(optional) 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:31 2011 Page 2 ProBuild Clackamas Truss,Clackamas,OR 97015-1129 ID:MLsjW2jollkZrKlayl2SgEz6yhgGb-nR6aKVHHghMIY7m3LwjEchrwR81RWIBNJkLP?byfhvA LOAD CASE(S) Standard 4)MWFRS Wind Right:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=11,2-6=17,6-10=19,10-11=34,2-15=-12,14-15=-32(F=-20),10-14=-12 Horz:1-2=-20,2-6=-25,6-10=27,10-11=43 5)MWFRS 1st Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(plf) Vert:1-2=45,2-6=30,6-10=18,10-11=13,2-15=-12,14-15=-32(F=-20),10-14=-12 Horz:1-2=-53,2-6=-38,6-10=27,10-11=21 6)MWFRS 2nd Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:1-2=13,2-6=18,6-10=30,10-11=45,2-15=-12,14-15=-32(F=-20),10-14=-12 Horz:1-2=-21,2-6=-27,6-10=38,10-11=53 7)MWFRS 3rd Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:1-2=28,2-6=13,6-10=8,10-11=3,2-15=-12,14-15=-32(F=-20),10-14=-12 Horz:1-2=-37,2-6=-22,6-10=17,10-11=11 8)MWFRS 4th Wind Parallel:Lumber Increase=1.33,Plate Increase=1.33 Uniform Loads(pit) Vert:1-2=3,2-6=8,6-10=13,10-11=28,2-15=-12,14-15=-32(F=-20),10-14=-12 Horz:1-2=-11,2-6=-17,6-10=22,10-11=37 9)1st unbalanced Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-6=-64,6-11=-14,2-18=-20,18-19=-60,15-19=-20,15-20=-40(F=-20),20-21=-80(F=-20),14-21=-40(F=-20),14-22=-20,22-23=-60,10-23=- 20 10)2nd unbalanced Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert 1-6=-14,6-11=-64,2-18=-20,18-19=-60,15-19=-20,15-20=-40(F=-20),20-21=-80(F=-20),14-21=-40(F=-20),14-22=-20,22-23=-60,10-23=-20 1 4 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 ark 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 oufahe ovetrol)tructure e, CONSULTING is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality {�1Ilfa7i/L�N�LLC 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. I tgb• Truss Truss Type Qty Ply Dr Horton-3724 B B1110766 A03 COMMON TRUSS 2 1 14925651 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc. Thu Sep 08 12:15:32 2011 Page 1 ID:MLsjW2jo11kZrKbyRSgEz6yhgCb-FdfyXrlvR?UcAHLFveET9v054X6pFCLWY04yY1 yfhv9 p-21 7-3-9 14-7-3 21-10-12 I 29-2-5 36-5-15 43-6-6 1-2-2 7-3-9 7-3-9 7-3-9 7-3-9 7-3-9 7-0-7 Scale=1:73.2 5x6 = 5.00 12 6 _ i4 3x6 3x4 3x4 5 7 3x6 4 8 2x4 \\ 2x4 // 3 9 0- 2 1 2 AAI e �i 10 r t/1l --.t, h 4x8= 16 15 14 3x8 II 3x8 II 3x8 II 3x8 II 13 12 11 4x8= 3x4 = 5x12 MT18H WB =8x8= 8x8=5x12 MT18H WB = 3x4 = 8-5-6 16-10-12 26-10-12 35-4-2 43-6-6 8-5-6 8-5-6 10-0-0 8-5-6 8-2-4 Plate Offsets(X,Y): 12:0-0-0,0-0-4],110:0-0-1,0-0-41 113:0-2-8,0-2-41,114:0-2-8,0-2-4] LOADING(psfj SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.43 13-14 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.8813-14 >588 180 MT18H 220/195 BCLL 0.0 • Rep Stress Incr YES WB 0.55 Horz(TL) 0.34 10 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:247 lb FT=10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E*Except* TOP CHORD Structural wood sheathing directly applied. _ T1,T3:2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 9-6-0 oc bracing. BOT CHORD 2 X 4 DF 2400F 1.7E WEBS 2 x 4 DF Std G*Except* W1:2x4 DFNo.1&BtrG,W2:2X 12 DF No.2 G OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 2=2116/0-5-8 (min.0-2-4),10=2025/Mechanical Max Horz 2=130(LC 5) Max Uplift 2=-373(LC 5),10=-308(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-0435/651,3-5=-4283/681,5-6=-3529/571,6-7=-3520/567,7-9=-4237/687,9-10=-4387/657 BOT CHORD 2-16=-635/4011,14-16=-460/3459,13-14=-214/2540,11-13=-351/3445,10-11=-534/3956 WEBS 6-13=-227/1275,7-13=-719/331,7-11=-141/616,9-11=-355/225,6-14=-229/1292,5-14=-732/327, 5-16=-130/650,3-16=-383/228 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 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)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 373 lb uplift at joint 2 and 308 lb uplift at joint 10. 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/IPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ���ED PROP? LOAD CASE(S) Standard sty tNGINEF9 I u4,a Or- 10A. ,,OREGON,� Q* ytiG�Y1220, "1asE,PH Q�'F� RENEWAL DATE:12/31/2011 September 8,2011 r A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability l Mit 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 ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING^ONSULT/NGLLC SBCA at www.sbcindustry.com. • Job Truss Truss Type Qty Ply Dr Horton-3724 B + 14925652 B1110766 A04 Common Truss 7 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 212011 MiTek Industries,Inc.Thu Sep 08 12:15:32 2011 Page 1 I D:M Lsjw2jol l kZrKbyRSgEz6yhgCb-FdfyXrlvR?UcAHLFve ET9v03JX4vFBj VVY04yY 1 yfhv9 I1_2_21 7_3_9 14-7-3 I 21-10-12 ) 29-2-5 I 36-5-15 43-6-6 1-2-2 7-3-9 7-3-9 7-3-9 7-3-9 7-3-9 7-0-7 Scale=1:73.4 5x6= 5.00 12 6 sa 3x6 3x4% �x4 C 3.6 5 8 4 4 �,a .00011\ 2x4 \\ :9x4 // 3 02 1 10 z �, • tom. 10 of 14 13 12 11 4x10 = 4010 = 3x4 = 5x12 MT18H = 5x12 MT18H= 3x4= 8-5-6I 16-10-12 I 26-10-12 I 35-4-2 43-6-6 8-5-6 8-5-6 10-0-0 8-5-6 8-2-4 Plate Offsets(X,Y): [2:0-0-0,0-0-41,[5:0-1-8,0-1-81,f7:0-1-12,0-1-81,[10:0-0-1,0-0-41.111:0-1-12,0-1-81,[12:0-6-0,0-3-01,[13:0-6-0,0-3-01114:0-1-12,0-1-81 LOADING(psi) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.59 12-13 >882 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.92 Vert(TL) -122 12-13 >424 180 MT18H 220/195 BCLL 0.0 * Rep Stress Incr YES WB 0.59 Horz(TL) 0.26 10 n/a n/a Weight:200 lb FT=10% BCDL 10.0 Code IRC2009/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. - WEBS 2 x 4 DF Std G*Except* W1:2 x 4 DF No.1&Btr G REACTIONS (lb/size) 2=2140/0-5-8(min.0-2-5),10=2048/Mechanical Max Horz 2=130(LC 5) Max Uplift 2=-374(LC 5),10=-308(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4554/660,3-5=-4384/690,5-6=-3526/573,6-7=-3520/574,7-9=-4354/698,9-10=-4523/667 BOT CHORD 2-14=-643/4101,13-14=-445/3429,12-13=-213/2536,11-12=-341/3419,10-11=-544/4064 WEBS 6-12=-235/1286,7-12=-776/343,7-11=-169/759,9-11=-353/224,6-13=-234/1296,5-13=-785/341, 5-14=-162/779,3-14=-373/225 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind ASCE 7-05;100mph;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)All plates are MT20 plates unless otherwise indicated. 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 chord and any other members,with BCDL=10.Opsf. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 374 lb uplift at joint 2 and 308 lb uplift at joint 10. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,<,59,ED PROFFS cl Tr- CE s%D49, y / 855 5PE 91- • OREGON Q' y�✓' 12 20,1-0" ''OSEPH O� RENEWAL DATE:12/31/2011 September 8,2011 99 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 , 1001 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 LLC SBCA at www.sbcindustry.com. J?b Truss Truss Type Qty Ply Dr Horton-3724 B 181110766 A05 GABLE 14925653 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MTek Industries,Inc.Thu Sep 08 12:15:36 2011 Page 1 I 1 I D:MLsjW2jollkZrKbyRSgEz6yhgCb-BpvTNCLPUE7leuf08UJPJIY_o9rZB706T02Ahoyfhv5 1-Z 21 21-10-12 43-6-6 21-10-12 21-7-10 I Scale=1:74.1 5x6= 5.0012 17 18 19 13 15 %i 16 - 20 21 5 12 14 - - 22 11 - - 23 24 5x6 10 9 6x 25 26 8 1: 27 7 28 6 9 5 30 4 3 31 32 0-N42 2 33 34 iii,i v..vv�ivv vv a �i� v �i �iivv,i,i�ii vvu �e"ii �i �i�i�iv ,i�w� ': Z`,/,./ - - `,..;',/,/,/,/,..,./,/,/,/,..",/,-/,/,/,/,./,,,,""�:.,".,.,.."...,.. ;" .. h c 0 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 4443 42 41 40 39 38 37 36 35 3x6 3x6= 3x6 = I 43-6-6 43-6-6 I Plate Offsets(X,Y): [11:0-2-0,0-3-4),[25:0-2-0,0-3-0) LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 1 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 34 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight 317 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 18-50,17-51,19-49 REACTIONS All bearings 43-6-6. (Ib)- Max Horz 2=130(LC 5) Max Uplift All uplift 100 lb or less at joint(s)2,51,52,53,55,56,57,58,59,60,61,62,63,64,65,49,48,47,45,44,43,42, 41,40,39,38,37,36,35 Max Gray All reactions 250 lb or less at joint(s)2,34,50,51,52,53,55,56,57,58,59,60,61,62,63,64,65,49,48,47,45, 44,43,42,41,40,39,38,37,36 except 35=255(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,51,52,53,55,56,57,58,59,60,61,62, 63,64,65,49,48,47,45,44,43,42,41,40,39,38,37,36,35. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. �QED PRQFFLOAD CASE(S) Standard c, Na(NEF9 %v., f' • 5PE . /r - (t- .iii 9tiv'' 12 20,\ " 'O$EPH 'C°‘' RENEWAL DATE:12/31/2011 September 8,2011 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ mit 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, n delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Oty Ply Dr Horton-3724 B .'r 14925654 61110766 A06 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:38 2011 Page 1 ID:MLsj W2jollkZrKbyRSgEz6yhgCb-4n 1 DouM90rFmuCpPFvLtOAeKIyL1 f0uPWKXHIhyfhV3 1_p_ 21-10-12 43-9-8 44x12.210 1-2-2� 21-10-12 21-10-12 1 Scale=1:74.5 5x6 = 5.00 12 17 18 19 it 16._ 6 - - 20 13 15 21 22 5x6 12 14 _ 23 5x6 J 11 24 25 10 26 9 s,• 27 8 g . - _ 28 7 - Ibi, 29 6 -5 314 32 3� � � 33 12 - _ - - _ _ @ _ @ @ 11 g ..� @ - - - 34 35 Io 3x6= - - a - _ _ _ 3x6- 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 4544 43 42 41 40 39 38 37 36 3x6 = 3x6 = 43-9-8 II 43-9-8 Plate Offsets(X,Y): 111:0-2-0,0-3-4],[25:0-2-0,0-3-4] LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 34 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 35 n/r 180 BCLL 0.0* Rep Stress Ina YES WB 0.10 Horz(TL) 0.01 34 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 35 n/r 90 Weight:319 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. - OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 18-51,17-52,19-50 REACTIONS All bearings 43-9-8. (Ib)- Max Horz 2=121(LC 5) Max Uplift All uplift 100 lb or less at joint(s)2,34,52,53,54,56,57,58,59,60,61,62,63,64,65,66,50,49,48,46,45,44, - 43,42,41,40,39,38,37,36 Max Gray All reactions 250 lb or less at joint(s)2,34,51,52,53,54,56,57,58,59,60,61,62,63,64,65,66,50,49,48,46, 45,44,43,42,41,40,39,38,37,36 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;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)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. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)A plate rating reduction of 20%has been applied for the green lumber members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,34,52,53,54,56,57,58,59,60,61,62, 63,64,65,66,50,49,48,46,45,44,43,42,41,40,39,38,37,36. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. .0_90 PROFFs LOAD CASES) Standard . �• k.. `riOy .../". ;r_ ,OREGON y $ 9j` Ul)'122'Cls ""0SEPN N. _ RENEWAL DATE:12/31/2011 September 8,2011 I5 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 li 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, 7v delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. r ' • Job Truss Truss Type Qty Ply Dr Horton-3724 B 14925655 B1110766 B01 Common Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:26:36 2011 Page 1 I D:MLsjW2jollkZrKbyRSgEz6yhgCb-Za3N_UEp3sCT Vg0g7eePbQuiiCpngaUFEiwSrYyfhkn -0-6-8 0.9 5-5-2 9-8-12 14-0-7 19-5-8 20-5-8 5-8 5-5-2 4-3-11 4-3-10 5-5-1 1-0-0 0-6-8 Scale=1:34.7 4x4 = 5 r 6.00 12 2x4 2x4 4 6 • 7 90 Io • 3x10= 3x10 = 3x8 =- 9-8-12 9-8-12 � 19-5-8 9-8-12 9-8-12 Plate Offsets(X,Y): 13:0-10-0.0-0-141,17:0-10-0,0.0.141 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.13 7-9 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.40 7-9 >567 180 BCLL 0.0 * Rep Stress Incr YES WB 0.25 Horz(TL) 0.04 7 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight.79 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 3=1202/0-5-8 (min.0-1-8),7=865/0-5-8 (min.0-1-8),2=-299/0-1-8 (min.0-1-8) Max Harz 2=-71(LC 6) Max Uplift 3=-150(LC 5),7=-192(LC 6),2=-374(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=-1263/251,4-5=-944/166,5-6=-947/165,6-7=-1275/247 BOT CHORD 3-9=-209/1049,7-9=-133/1088 WEBS 5-9=-55/557,6-9=-373/205,4-9=-331/212 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)2. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 150 lb uplift at joint 3,192 lb uplift at joint 7 and 374 lb uplift at joint 2. 8)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QED PROFF � NGINt4soy 5PE 9r' MEG*" ,� Q 91, 60'1220 ' '/OSEPN 0*'� RENEWAL DATE 12/31/2011 September 8,2011 4 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 LLC SBCA at www.sbcindustry.com. ' `y Job Truss Truss Type Qty Ply Dr Horton-3724 B '•r 14925656 B1110766 B02 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:40 2011 Page 1 ID:MLsjW2jollkZrKbyRSgEz6yhgCb-0A8_DaOwYSW7 WyoNJNLTbjdimzz7v?iOe0NgZyfhv1 -1-0-0 I 5-5-2 9-8-12 j 14-0-7 19-5-8 1 20-5-8 1 1-0-0 5-5-2 4-3-11 4-3-10 5-5-1 1-0-0 Scale=1:34.4 4x4= 4 r v V li 6.00 12 J 3 5 • L ii 111 6 2 'Aim A A Jaiiii _ r w A A` e, Y Y v �� v Y V 7 IY o •• �•L•L•L•k•L•L•L•L•L•A,AL ALL AL AL 11 .:.���������������. o 3x6 = 3x6 = 13 12 3x8= 10 9 8 9-8-12 19-5-8 9-8-12 9-8-12 Plate Offsets(X,Y): [32:0-0-5,0-3-131,[32:0-0-5,0-3-131 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) -0.04 11 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.08 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:127 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 6 DF No.2 G*Except* W1,W2:2 x 4 DF Std G OTHERS 2 x 4 DF Std G REACTIONS All bearings 5-8-4. 4 (Ib)- Max Horz 2=-72(LC 6) Max Uplift All uplift 100 lb or less at joint(s)13,8 except 2=-223(LC 5),6=-225(LC 6),9=-219(LC 1) Max Gray All reactions 250 lb or less at joint(s)12,13,9,8 except 2=702(LC 1),6=695(LC 1),10=255(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1146/320,3-4=-801/228,4-5=-800/226,5-6=-1145/322 BOT CHORD 2-13=-274/956,12-13=-274/956,11-12=-274/956,10-11=-204/955,9-10=-204/955,8-9=-204/955, 6-8=-204/955 WEBS 4-11=-114/426,5-11=-365/225,3-11=-366/225 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 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)13,8 except(jt=lb)2=223,6=225,9=219. 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. ,ii.QIED PROPu 11)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. ��\� �t�(31NFF9 4, LOAD CASE(S) Standard d E 9f I ,t , ,GREG• Q y� 411'12201 7i .1OSEPH �� _ RENEWAL DATE:12/31/2011 September 8,2011 _ • 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 l of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it designations shown on Individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. r ' IJgb' - Truss Truss Type `Qty Ply Dr Horton-3724 8 81110766 B03 COMMON TRUSS 1 14925657 Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 Job Reference(optional) 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:43 2011 Page 1 4-10-6 ID:MLsjW2jollkZrKbyRSgEz6yhgCb-Rlg6rcQorNt2 zhN2Sx25DL0ozgrK6Q84cF1Ruyfhv_ 4-10-6 4.80 6 I 4- 0-6 I 119-5-8 4-10-6 6x8 Scale=1:32.7 3 6.00 12 4x6 4x6 q 2 4 N N 6x6 , `1 6x8 -4111:41111110111111 — -V 1 5 136x88 i HUS26 HUS26 HUS26 7 HUS26 HUS26 6 HUS26 HUS26 6x8Special 3x10 II 12x12 = 3x10 II HUS26 4-10-6I 9-8-12 14-7-2 4-10-6 I 1 19-5-8 I Plate Offsets(Xy): [1:0-7-12,Edge],11:0-7-12,0-2-101,[2:0-2-0,0-2-0],(4:0-2-0,0-2-01,15:0-7-12,0-2-101,15:0-7-12,0-0-0].[6:0-7-0,0-1-8],[7:0-6-0,0-8-0],[8:0-7-0,0-1-8] 4-10-6 LOADING(psi) SPACING 2-0-0 CSI DEFL in TCLL 25.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.19 6-7(1 999 Lid GRIP TCDL 7.0 Lumber Increase 1.15 BC 0.90MT20 220/195 BCLL 0.0 ' Rep Stress lncr NO WB 0.78 Horz(TL -0.39 6-7 >578 180 /a BCDL 10.0 Code IRC2009TTP12007 Horz(TL) 0.10 5 n/a n/a (Matrix) Weight 280 lb FT=10% LUMBER BRACING TOP CHORD 2 X 6 DF No.2 G TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHORD 2 X 10 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G*Except* W1:2 X 6 DF No.2 G,W3:2 x 4 DF No.1&13trG WEDGE Left:2 x 4 DF Std,Right:2 x 4 DF Std REACTIONS (lb/size) 1=10062/0-5-8 (min.0-5-6),5=9742/0-5-8 (min.0-5-3) Max Horz 1=55(LC 4) Max Uplift 1=-1603(LC 5),5=-1547(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-17905/2839,2-3=-12964/2076,3-4=-12963/2076,4-5=-18005/2852 BOT CHORD 1-8=-2588/16221,7-8=-2588/16221,6-7=-2547/16308,5-6=-2547/16308 WEBS 3-7=-1728/11124,4-7=-5190/914,4-6=-512/3611,2-7=-5095/901,2-8=-503/3521 NOTES 1)2-ply truss to be connected together with 10d(0.131'x3")nails as follows: Top chords connected as follows:2 X 6-2 rows at 0.7-0 oc. Bottom chords connected as follows:2 X 10-2 rows at 0-4-0 oc. Webs connected as follows:2 X 6-2 rows at 0-9-0 oc,2 x 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;100mph;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 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)A plate rating reduction of 20%has been applied for the green lumber members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)1=1603,5=1547. %cl D PRQ�e 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. 44�`�-i 0EF 6:5, 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. 9 11)Use Simpson Strong-Tie HUS26(14-10d Girder,6-10d Truss,Single Ply Girder)or equivalent spaced at 2-0-0 oc max starting at 3-6-4 from the left end to _ 17 17-6-4 to connect truss(es)A03(1 ply 2 X 4 DF),A03(1 ply 2 x 4 DF) to back face of bottom chord. .E 12)Fill all nail holes where hanger is in contact with lumber. , / i r. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2005 lb down and 320 lb up at 1-6-4 on bottom chord. The // design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard p.L OREGON,� Q 1)Regular Lumber Increase=1.15,Plate Increase=1.15 9i�, p0 y 72 201 .tom - Uniform Loads(plf) ��SEPH 0t-}- Vert:1-3=-64,3-5=-64,1-5=-20 Concentrated Loads(Ib) Vert:7=-2028(B)9=-2005(B)10=-2005(B)11=-2028(B)12=-2028(B)13=-2028(B)14=-2028(B)15=-2028(B)16=-2028(B) RENEWAL DATE 12/31/2011 September 8,2011 I AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restrain Zit/ 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 "^NSOL�/NG LLC SBCA at www.sbcindust Job Truss Truss Type Qty Ply Dr Horton-3724 B 14925658 ,,. 1 1 B1110766 CO1 GABLE Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:44 2011 Page 1 1 D:MLsjW2jollkZrKbyRSgEz6yhgCb-vxOV3xRQch?vc7GZc9SHeRuLfNOK0301HHJF_byKyfhuz 4-6-0 9-0-0 1 -1-0-0 4-6-0 1-0-0 1-0-0 4-6-0 Scale=1:20.2 4x4= 4 2x4 II 5.2x4 II 6.00 12 3 rn N Inr 6 T c� 2 -LJ _ ,. 7 to v 10 9 8 3x4 = 2x4 II 2x4 II 2x4 II 3x4 = 9-0-0 II 9-0-0 LOADING(psf) SPACING 2-0-0 CSI - DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 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 BCLL 0.0 * Rep Stress Incr YES WB 0.04 yymd(LL) 0.00 6 /a 90 Weight:36 lb FT=10% nia BCDL 10.0 Code IRC2009/TPI2007 (Matrix) 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 9-0-0. (Ib)- Max Horz 2=-41(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,6,9,10,8 Max Gray All reactions 250 lb or less at joint(s)2,6,9 except 10=255(LC 1),8=255(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 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.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)2,6,9,10,8. 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. LOAD CASE(S) Standard .0.13 PROpps v �NOINEF9 S'0* /7� 5PE 9 i 't •�-Et!'- �Q '1'41410'1 2 j0' `JOSEPH O4 _ RENEWAL DATE:12/31/2011 September 8,2011 _ I I M:::115f A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use. ssign 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, CONSULTING LLC 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. !Jobe • Truss Truss Type Qty Ply Dr Horton-3724 B B1110766 D01 MONOPITCH TRUSS 1 1 14925659 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:44 2011 Page 1 ID:MLsjW2jollkZrKbyRSgEz6yhgCb-vxOV3xRQch?vc7GZc9SHeRuJDNMQ3hMHJF_byKythuz 1 -1-0-0 1 5-3-0 10-4-8 10q-0 1-0-0 5-3-0 5-1-8 11- 0-1-8 2x4 I I Scale=1:28.8 4 5 P 6.00 12 3x4 'r? 00. A0 r 8 2 II am 4 O/ 8 7 3x6= 2x4 II 6 5-3-03x4= 10-4-8 107gg-0 5-3-0 5-1-8 0-118 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Ioc) 1/defl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0 • Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 7 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, except end verticals. 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) 7=424/Mechanical,2=503/0-5-8 (min.0-1-8) Max Holz 2=225(LC 5) Max Uplift 7=-141(LC 5),2=-95(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-599/10 BOT CHORD 2-8=-153/472,7-8=-153/472 WEBS 3-7=-535/174 NOTES 1)Wind:ASCE 7-05;100mph;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. 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=lb)7=141. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard INEk.„iv 5PE f! 4 ,GREG• ,� - •S % 12 2ON 4li "GSEPH 0�' RENEWAL DATE:12/31/2011 September 8,2011 I 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 Muck 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 Zit 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 /�A SBCA at www.sbcindustry.com. CONSULTING LLC Job Truss Truss Type Qty Ply Dr Horton-3724 B 14925660 GABLE 1 1 81110766 W2 Job Reference(notional) Pro-Build Clackamas Truss,Clackamas,OR 97015-11297.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep�08 12:15:45 2011 Page 1 I D:MLsjW2jolllarKbyRSgEz6yhgCb-N7ytGHS3N?7mDHri9tzWAeQUzn'ro80RXvkBUnythuy -1-0-0 5-3-0 I 10-4-8 10)5-0 1-0-0 5-3-0 5-1-8 0-1-8 2x4 II Scale=1:28.8 4 5 2x4 II 2x4 I I _ hiiiiiiiii ..4i, ..I .2 i p, 1 Mil IMM 1ir1!I Y r Y r W 2x4 II 2x4 II 8 2x4 II 7 3x6= 2x4 11 6 3x4= 5-3-0 10-4-8 10/T5-0 5-3-0 5-1-8 0-9-8 Plate Offsets(X,Y): 115:0-1-12,0-1-0] LOADING(pat) SPACING 2-0-0 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.02 7-8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.05 7-8 >999 180 BCLL 0.0" Rep Stress Ina- YES WB 0.29 Horz(TL) 0.01 7 n/a n/a Weight:661b FT=10% BCDL 10.0 Code IRC2009/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2 x 4 OF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4DFStdG OTHERS 2 x 4 DF Std G REACTIONS (lb/size) 7=424/Mechanical,2=503/0-5-8 (min.0-1-8) Max Horz 2=225(LC 5) Max Uplift 7=-141(LC 5),2=-95(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-599/10 BOT CHORD 2-8=-153/472,7-6=-153/472 WEBS 3-7=-535/174 NOTES 1)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.0psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 1-4-0 oc. 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 chord and any other members. 6)A plate rating reduction of 20%has been applied for the green lumber members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2 except(jt=1b)7=141. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��sg)PROFES SCO tiNa(NE�c4'S/0 �/ 5PE 9. I, �; A. ,GREG• .� QQ 1' %'122°� . ''OSEPH mi �� RENEWAL DATE:12/31/2011 September 8,2011 _ f 4 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design Evalid 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 torbuilding stability bracing.Additional temporary restraint/ mit diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, CONSULTING LLC 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. pb- • Truss Truss Type Qty Ply Dr Horton-3724 B 14925661 B1110766 E01 Common Truss 4 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:45 2011 Page 1 I D:MLsjW2jollkZrKbyRSgEz6yhgCb-N7ytGHS3N?7mDHr19tzWAeQUtndTo9ZRXvk8Unyfhuy -1-0-0 4-9-11 9-4-12 13-11-13 18-9-8 19-9-8 1-0-0 4-9-11 4-7-1 4-7-1 4-9-11 1-0-0 Scale=1:33.3 4x4= 4 5.00 12 2x4 2x4 3 -11 6 5 2 - 0apit 7i- 7 `o 0 8 3x6 3x6 3x8= 9-4-12 18-9-8 9-4-12 9-4-12 Plate Offsets(X,Y): 12:0-3-0,0-1-81,16:0-3-0,0-1-81 LOADING(pet) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.10 6-8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.33 6-8 >660 180 BCLL 0.0 * Rep Stress Ina YES WB 0.23 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:75 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 x 4 DF Std G REACTIONS (lb/size) 2=849/0-5-8(min.0-1-8),6=849/0-5-8(min.0-1-8) Max Holz 2=-58(LC 6) Max Uplift 2=-188(LC 5),6=-188(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1470/284,3-4=-1070/154,4-5=-1070/153,5-6=-1470/284 BOT CHORD 2-8=-250/1315,6-8=-193/1315 WEBS 4-8=-14/525,5-8=-436/220,3-8=-436/220 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=188,6=188. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard QED PROPS C) �NGINEF4'doy •E GREG e. Q' Gl722p, .k a/0SEPH V RENEWAL DATE:12/31/2011 September 8,2011 1 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ei of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint isk designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. 'i Job Truss Truss Type ON Ply Dr Horton-3724 B -,i- 14925662 B1110766 E02 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:46 2011 Page 1 I D:MLsjW2jollkZrKbyRSgEz6yhgCb-rKWFTdSh81 FdrRQxjaUljszhYB3SXfhamZTiODythux -1-0-0 1 9-4-12I 18-9-8 1 19-9-8 1 1-0-0 9-4-12 9-4-12 1-0-0 Scale=1:33.3 4x4 7 2x4 II 2x4 II _ 8 2x4 II 6 la 2x4 II 5.00 12 5 y 9 2x4 II 2x4 II 4 lir y 10 2x4 II 2x4 II 3 V V Ill 11 la Y 12 2 r II {a} I7 I] E- I] I] Al H 13 Io xXXXXXXXXXXX,XXX XXXXXXXXXXXXXXXXXXXXXXXXXXXJCxJCJ XXXXXXXxxXX 3x6= 22 21 20 19 18 17 16 15 14 3x6 = 2x4 II 2x4 II 2x4 II 2x4 II 2x4 H 2x4 II 2x4 II 2x4 II 2x4 II 18-9-8 18-9-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Odetl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) 0.00 13 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.01 13 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 12 n/r 90 Weight:86 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 18-9-8. (Ib)- Max Horz 2=-58(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,12,19,20,21,22,17,16,15,14 Max Gray All reactions 250 lb or less at joint(s)2,12,18,19,20,17,16 except 22=349(LC 9),14=349(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;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)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. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 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.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)2,12,19,20,21,22,17,16,15,14. 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. LOAD CASE(S) Standard ikED PRO ,Fa t-• NdINfF.9 0_, i .1-1' � v OREGON,� Q y� (,�Y12 2p° �i `f0sEPH�� - RENEWAL DATE 12/31/2011 September 8,2011 _ 1 r AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Ei of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. J +6 Truss Truss Type Qty Ply Dr Horton-3724 B 4925663 B1110766 F01 Common Truss 2 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:47 2011 Page 1 ID:MLsjW2jollkZrKbyRSgEz6yhgCb-J W3dhzTJvcNUTa?8HH?_F3WgMaIxG33k?DDFZfyfhuw -1-0-0 4-9-11 9-4-12 13-11-13 18-9-8 19-9-8 1-0-0 4-9-11 4-7-1 4-7-1 4-9-11 1-0-0 Scale=1:33.3 4x4= 4 Y 5.00 12 2x4 2x4 _ 3 5 it: V1 2 6 ■o■ 7 Io 8 3x6 3x6 3x8= 9-4-12 18-9-8 9-4-12 9-4-12 Plate Offsets(X,Y): (2:0.3-0,0-1-81,16:0-3-0,0-1-81 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefi Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Vert(LL) -0.10 6-8 >999 240 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.33 6-8 >660 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.23 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:75 lb FT=10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-4-3 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=849/0-5-8 (min.0-1-8),6=849/0-5-8 (min.0-1-8) Max Horz 2=-58(LC 6) Max Uplift 2=-188(LC 5),6=-188(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1470/284,3-4=-1070/154,4-5=-1070/153,5-6=-1470/284 BOT CHORD 2-8=-250/1315,6-8=-193/1315 WEBS 4-8=-14/525,5-8=-436/220,3-8=-436/220 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=188,6=188. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Fix heels only"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �EPED PROP Ito *,NOINet,"soot' • •E 1:" OREG• 4L- 11 s'&4 k. y 'i&<,'12 2O'1 'd 4/OSEPH 0� RENEWAL DATE:12/31/2011 September 8,2011 • AWARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability Z of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint it designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING uC SBCA at www.sbcindustry.com. r , • Job Truss Truss Type Qty Ply Dr Horton-3724 B \✓,, 14925664 B1110766 F02 GABLE 1 1 Job Reference(optional) Pro-Build Clackamas Truss,Clackamas,OR 97015-1129 7.250 s Apr 21 2011 MiTek Industries,Inc.Thu Sep 08 12:15:48 2011 Page 1 I D:MLsj W2joll kZrKbyRSq Ez6yhgCb-nid?uJUxfwVL4kaKr?XDo H2O2_kw?ZBtEtyo56yfhuv 1 -1-0-0 1 9-4-12 18-9-8 19-9-8 1-0-0 9-4-12 9-4-12 1-0-0 Scale=1:33.3 4x4= 7 2x4 I I 2x4 II PI 8 2x4 I I 6 2x4 I I 5.00 12 Y 9 2x4 II A 2x4 II 10 —.iddlligllIllll Pl 2x4 II 4 d r 2x4 II 3 r Y 11 V V 2 12 w V V Y Y Y Y Y V 13 Iq 0 ►AAO 0 a:��AAAEll aAI UMW.FIll 11AMI I WWI RII I KI I K MA I KI RIA•1 K��1 PII PIII lel P14 I MOM P10.101010 AA011 PI.W1•AAAAAA1 MIA 02.1 0 3x6= 22 21 20 19 18 17 16 15 14 3x6 = 2x4 H 2x4 I I 2x4 H 2x4 I I 2x4 I I 2x4 H 2x4 I I 2x4 I I 2x4 I I 18-9-8 18-9-8 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) 0.00 13 n/r 180 MT20 220/195 TCDL 7.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.01 13 n/r 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 12 n/r 90 Weight:86 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 18-9-8. (lb)- Max Horz 2=-58(LC 6) Max Uplift All uplift 100 lb or less at joint(s)2,12,19,20,21,22,17,16,15,14 Max Gray All reactions 250 lb or less at joint(s)2,12,18,19,20,17,16 except 22=349(LC 9),14=349(LC 10) _ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-05;100mph;TCDL=4.2psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 1-4-0 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.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)2,12,19,20,21,22,17,16,15,14. 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. LOAD CASE(S) Standard QED PROFF SCI ric31NFF4,S',Oy ¢•j , .E 9r. V. GREG: , Q L. G�Y 12 2O" 4tr 'i0SEPH�� - RENEWAL DATE:12/31/2011 September 8,2011 _ 4 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 restraint Elt 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 ANSIITPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULTING LLC SBCA at www.sbcindustry.com. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3/q Center plate on joint unless x,y offsets are indicated. 6-4-8 dimensions shown in ft-in-sixteenths Damage or Personal Injury MI= Dimensions are in ft-in-sixteenths. I I (Drawings not to scale) ili,746. anAppd flyully platesembed to both sidesteeth. of truss 1. Additional stability bracing for truss system,e.g. diagonal or X-bracing,is always required. See BCSII. 2. Truss bracing must be designed by an engineer.For O-1/16" T/'Qr 1 wide truss spacing,individual lateral braces themselves 2 3 may require bracing,or alternative T,I,or Eliminator TOP CHORDS bracing should be considered. 3. Never exceed the design loading shown and never 1113311111112111 stack materials on inadequately braced trusses. ■IIIM 4 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and iLlipil pall other interested parties. 5. Cut members to bear tightly against each other. For 4 x 2 orientation,locate �� 6. Place plates on each face of truss ai each Ujoint and embed fully.Knots and wane at joint plates 0-111 from outside locations are regulated by ANSI/TPI 1. edge of truss. O 7. Design assumes trusses will be suitably protected from c7-8 ce-7 C5-6 ,(2environment in accord with ANSI/TPI 1. BOTTOM CHORDS 8. Unless otherwise noted,moisture content of lumber - This symbol indicates the 8 7 6 5 shall not exceed 19%at time of fabrication. required direction of slots in 9. Unless expressly noted,this design is not applicable for Connectorplates. use with fire retardant,preservative treated,or green lumber. 10.Camber is a non-structural consideration and is the responsibility of truss fabricator.General practice is to *Plate location details available in MiTek 20/20 camber for dead load deflection. software or upon request. 11.Plate type,size,orientation and location dimensions JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE indicated are minimum plating requirements. AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 12.Lumber used shall be of the species and size,and PLATE SIZE THE LEFT. in nall respects,equal to or better than that spThe first dimension is theplate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 13.Top chords must be sheathed or purlins provided at spacing indicated on design. 4 x 4 width measured perpendicular NUMBERS/LETTERS. 14.Bottom chords require lateral bracing at 10 ft.spacing, to slots.Second dimension is or less,if no ceiling is installed,unless otherwise noted. the length parallel to slots. 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior PRODUCT CODE APPROVALS approval of an engineer. LATERAL BRACING LOCATION 17.Install and load vertically unless indicated otherwise. ICC-ES Reports: 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with 'i Indicated by symbol shown and/or ESR 131 l,ESR 1352,ER 5243,96048, project engineer before use. �/ 19.Review all portions of this design(front,back,words by text in the bracing section of the 9730,95-43,96-31,9667A and pictures)before use.Reviewing pictures alone output. Use T,I or proprietay bracing NER-487,NER-561 is not sufficient. (e.g.eliminator) if indicated. 95110,84-32,96 67,ER 3907,9432A 20.Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 21.Unless information is otherwise provided to DrJ in writing, BEARING the use of these designs presumes approval,through the building ...Pr* designer or owner of the trusses,of the loads and related design Indicates location where bearings assumptions(e.g.spans,profiles,deflection,etc.)found on each of the individual design drawings. (supports)occur. Icons vary but 22.These trusses are designed using MiTek Sapphire reaction section indicates joint ©2011 DrJ Consulting,LLC All Rights Reserved standard analysis methods in accordance with number where bearings occur. ANSI/TPI 1 and related proprietary information. 23.It is extremely important to properly install temporary lateral ® restraint and diagonal bracing,in accordance with BCSI-B2 or using proprietary methods(e.g.Stabilizer,etc.). Industry Standards: I 24.Sheathing applied in the plane of the truss is not considered in the design of the individual truss components unles specifically noted. ANSI/TPI1: National Design Specification for Metal 25.Graphical purlin representation,if shown,does not depict the size or Plate Connected Wood Truss Construction. be of the purlin along the top and/or bottom chord.Purlins mus be designed by others for size,and positioned in such a way as to support DSB-89: Design Standard for Bracing. DrJ Consulting, LLC imposed load along the clearspan of the purlin. ., BCSII: Building Component Safety Information, ` Guide to Good Practice for Handling, CONSULI,NG LLC 6300 Enterprise Lane ;, Installing&Bracing of Metal Plate , Connected Wood Trusses. Madison, WI 53719