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Report (3) 5 5 5 W iao strum ( m7t - � 0 9 13 � (15T ao, 3 - 000 qi 3 ) .54 RosErtAR Y /16 Po,a -0009 ) 3sy3 sw �5� � Y RECEIVED M 5 T - 3oy3 — 000q )”-57 5w (2osb M�t'a -onoS )3s3) 604 Rast M�ti APR 15 2013 CONSULTING ac ARD BUILDING DIVISI DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81301890 MiTek 20/20 7.2 Pulte Summ. Crk bldg 23 upper floor 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: 16461119 thru I6461 132 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, 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 ANSUfPI 1 Section 6.3. ,EO PROp �� t, NGINEF 9 / cr 85525PE q 9 OR GON � 9 + °, VOsEPH � AE�I:W� DATE: 12/31/2013 March 5,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s) depicted on the individual Truss Design Drawings. 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. AI Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461119 B1301890 Al FLOOR 4 / Job Reference (optional) Pro -Build Clackamas Truss, Clackamas.OR 97015 -1129, Erie Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:54 2013 Page 1 ID: eOJsMJj3DtJPcfEfTS 1jb? zlEOu- oQ7wtXDN7V? cPNdNPSUrmN0s5tHui3PUSHiPp8zel ?7 1 1 -7-6 1 1 -7-6 II 1 -10-8 11 1-4-0 II 1 -6-0 1 1 -6-0 II 2-6-0 1 1 24-7 ii 2 -7.9 1 1 1 -11 -12 1 Oftil Scale = 1:58.8 5x12 MT18H = 10x20 = 2x4 I I 3x4 I I 3x6 = 2x4 11 4x6 = 2x4 I I 3x4 = 2x4 I I 3x8 FP = 3x8 = 4x10 = 2x4 I I 5x12 MT18H = 2x4 II 5x12 MT18H = 4x6 = I 2 3 4 5 6 7 8 9 10 11 49 12 13 14 15 16 17 18 I 4 � - 1 in --1- � I�_`� � 1� �- • _ _i _ _ �� 111 IN PR 2 ' -@ APR 34 35 33 36 32 37 31 38 30 39 29 40 28 41 27 42 26 25 43 24 44 23 45 22 48 21 47 20 1918 3x6 = 4x8 = 2x4 I I 3x4 = 5x12 MT18H = 4x8 = 2x4 I I 4x10 - 3x6 FP = 5x12 MT18H - 2x4 I I 3x6 = 2x4 I I 3x4 11 2x4 11 5x12 MT18H = 9 -1 -2 6 -1 -2 'Kg I 3 -7-4 1 0-7-4 16 -114 1 10 -0-12 1 15-3-12 1 17 -9 -11 1 20-6-12 1 25 -9-12 I 27 -95 1 30-5 -0 1 32 -11 -0 3'3-7- I 35-9 -e 1 3 -74 2 -0 -0 1 -4-0 3 -1-0 5-3-0 2-5-15 2 -9 -1 5-3 -0 1 -11 -12 2 -75 2-6-0 d a-9 2 -0-0 0-2 -0 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 2- 12,Edge], [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0 -0], [8:0- 1- 6,Edge], [14:0- 1- 8,Edge], [15:0- 1- 8,0 -0-0], [22:0- 1- 8,Edge], [23:0- 1- 8,Edge], [27:0 -3-4 ,Edge), (29:0- 1- 8,Edgel, 131:0- 1- 8,Edge1, 132:0- 1- 8,Edgel, 133:0- 3- 0,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.85 Vert(LL) -0.26 30-31 >820 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.81 Vert(TL) -0.41 30-31 >517 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.05 19 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 162 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.l &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G *Except* BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. W6: 4 X 2 DF No.1&Btr G REACTIONS All bearings 0-4 -0 except (jt= length) 27= 0 -5 -2. (Ib) - Max Gray All reactions 250 lb or less at joint(s) except 34= 841(LC 2), 27= 2254(LC 1), 19= 745(LC 3), 19= 656(LC 1) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 2141/0, 3-4 =- 2141/0, 4 -5 =- 2947/0, 5-6= 2947/0, 6 -7 =- 2830/0, 7- 8=- 2830/0, 8-9= 1815/436, 9-10 =- 1820/437, 10- 11= 0/3339, 11- 49= 0/3366, 12- 49= 0/3372, 12 -13 =- 1717/696, 13- 14=- 1717/696, 14 -15 =- 2393/89, 15 -16 =- 2393/89, 16-17=-517/0, 17 -18= -517/0 BOT CHORD 34 -35= 0/1255, 33- 35= 0/1255, 33- 36= 0/2947, 32- 36= 0/2947, 32- 37= 0/2947, 31- 37= 0/2947, 31- 38= 0/3045, 30- 38= 0/3045, 30- 39=- 436/1815, 29- 39= 436/1815, 29- 40=- 1294/66, 28- 40=- 1294/66, 28 -41 =- 1300/0, 27- 41=- 1300/0, 27 -42 =- 1320/347, 26 -42 =- 1320/347, 25 -26 =- 1320/347, 25- 43=- 1320/347, 24- 43=- 1320/347, 24 -44 =- 89/2393, 23 -44 =- 89/2393, 23- 45=- 89/2393, 22- 45=- 89/2393, 22 -46= 0/1817, 21- 46= 0/1817, 21- 47= 0/1817, 20- 47= 0/1817 WEBS 8 -29 =- 722/0, 13-24= 263/17, 14 -24= 1258/0, 18 -19 =- 752/0, 4-33 =- 909/41, 16 -22 =- 285/622, 16- 20=- 1404/0, 8- 30= 0/1244, 6-31=-227/472, 6- 30= 437/86, 10- 29= 0/2314, 12- 27=- 2783/0, 12- 24= 0/1689, 10-27= 2439/0, 18- 20= 0/938, 2- 34=- 1463/0, 2- 33= 0/1043, 12 -25= 19/292, 16- 21= 0/324, 10 -28 =- 18/311 ��4Eo PR �F FSs NOTES , �NGINEF /0 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. Q 85525PE r 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) 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. 5) This truss has been designed for a moving concentrated load of 250.OIb live and 25.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 'per OREGON � Q 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) 7) Recommend 2x6 strongbacks, on edge, spaced at 10 -0-0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to -7 4, G t r 12 2O - ` ColllfttB)3ac,WOhtw2lls at their outer ends or restrained by other means. 4/OSEPN 04 RENEWAL DATE: 12/31/2013 March 5,2013 4 6 A WARNING - 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 MTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability Z o i t/ f 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. • Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461119 81301890 Al FLOOR 4 1 Job Reference (optional) Pro Clackamas Truss. Clackamas,OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:54 2013 Page 2 ID:eOJsMJj3DtJPcIEfTS 1jb? zlEOuo Q7wtXDN7V? cPNdNPSUrmNOs5tHui3PUSHiPp8zel ?7 NOTES 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 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 designations shown on individual web and chord members are for compression buckling only, not forbullding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction Is the responsibility of the Installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, 2 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. •E • Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461120 81301890 A01 -A FLOOR 1 2 Job Reference (optional) Pro-Build Clackamas Truss. Clackamas.OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13 2013 Page 1 18 - ID' wnR1By_ 1zmKR7CIpJpetzlzHvNE zGIfdU9cXfFShSAD3BNRW6mvYSG81L9g 5bUzel ?D 3 -2 -4 I 6 -4 -8 i 7 -8 -8 1 11 -8-8 1 15-8 -8 1 3-2 -4 3 -2.4 1 -4.0 4 -0 -0 4-0-0 Scale = 1:27.2 1 -4 -0 2x4 II 4x10 = 3x6 = 2x4 II 5x10 = 2x4 II 1 2 3 4 5 8 ' =nor NM •• n i. - tf1 - - Y .0 14 15 16 12 17 18 11 19 10 20 9 5x6 = 21 8 22 ig- 4x8 = 3x6 11 7x14 MT18H = 2x4 11 4x6 = HUS26 2x4 I I 18-5-0 - - 18 -5 -0 1 1 -4-0 1 2 -8 -0 1 3-2-4 1 3-10-0 1 6 -4 -8 1 7 -8 -8 11 -8-8 15-8 -8 1 1-4-0 1 -4 -0 0-6 -4 0-7 -12 2 -6-8 1 -4 -0 4 -0-0 4-0-0 Plate Offsets (X,Y): 12:0 -4- 8.0-1- 12).13:0 -2- 12.0 -1- 81.15:0 -3- 12.0 -1- 121.[ 9: 0- 3- 0,0 -1- 121.f 11 :0 -7- 0.0-3- 41.112:0- 4- 8.0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.31 10 >600 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.54 9 -10 >343 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 138 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins, BOT CHORD 2 X 6 DF 2250F 1.7E 'Except' except end verticals. B2: 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4DF Std G REACTIONS (Ib /size) 13= 2869/0 -4 -0 (min. 0 -1 -8), 7= 1327/0 -4 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-9146/0, 3 -4 =- 7962/0, 4 -5 =- 7962/0 BOT CHORD 13- 14= 0/8017, 14- 15= 0/8017, 15-16= 0/8017, 12- 16= 0/8017, 12- 17= 0/8017, 17 -18= 0/8017, 11 -18= 0/8017, 11- 19= 0/8013, 10-19= 0/8012, 10-20= 0/7962, 9 -20= 0/7962, 9 -21= 0/4807, 8- 21= 0/4807, 8- 22= 0/4807. 7- 22= 0/4807 WEBS 4-9=-459/0, 3 -10 =- 1332/0, 2 -12= 0/1365, 2 -13 =- 8284/0, 5 -8 =- 17/293, 5 -9= 0/3405, 5 -7 =- 4929/0, 3- 11= 0/2041, 2- 11= 0/1220 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0 -7 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0 -5 -0 oc, 2 X 4 - 1 row at 0 -9 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) This truss is not designed to be used as a floor truss. 5) All plates are MT20 plates unless otherwise indicated. ED PROF. 6) A plate rating reduction of 20% has been applied for the green lumber members. Q� E '<- � S S 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced C NGI NEF /O standard ANSI/TPI 1. *' 9 3 8) This truss has been designed for a moving concentrated load of 250.01b live and 25.OIb dead located at all mid panels and at all panel $55 PE ' points along the Bottom Chord, nonconcurrent with any other live loads. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 10) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. t� 11) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4-10d Truss, Single Ply Girder) or equivalent at 3 -10-0 from the left end to connect 'PA ( "OREGON ,` 4 ,- truss(es) BEAM (1 ply 2 x 4 OF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 9,` G V' 2 2 1 -t Continued on page 2 4/0SEPN Q RENEWAL DATE: 12/31/2013 March 5,2013 ® 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 rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint fa 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 ANSITTPI 1, D50-89 and BCSI (Building Component Safety Information) available from IL'ONSULI/NG LLC SBCA at www.sbcindustry.com. 4 • Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461120 87301990 A01 -A FLOOR 2 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MTek Industries, Inc. Mon Mar 04 13:12:48 2013 Page 2 ID :wnR1 By_1 zmKR7CIpJpetz )zHvNE- zGIfdU9cX(FShSAD3BNR W6mvYSGBI Lpb4LF5bUzel ?D NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 1-4 -0, and 500 lb down at 2 -8 -0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13 = -10, 1- 6 = -100 Concentrated Loads (lb) Vert: 14=- 500(F) 16=- 500(F) 17=- 1500(F) 1 1 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -111 before use. Design valid for use with MTek connector plates only. This design Is based only upon parameters shown, and Is for an individual building component. Applicability El of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and Installer. Lateral restraint designations shown an individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. t Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461121 61301890 A2 FLOOR 4 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:56 2013 Page 1 ID:XnZN Bgm aH6pr5GXQ i H6f IrzlEOq - kpE gl D Fde7GJehnlXt WJro5H Fh? LAOS mvbB WMOze I ?5 1 1 -8-2 1 1 1 -10 -8 II 1 -4 -0 II 1 -5-4 1 t -5 -4 II 2-6-0 I I 2 -6-0 I I 2 -64 I Scale = 1:31.2 2x4 1 1 4x8 = 2x4 I I 5x12 MT18H = 2x4 I I 3x4 = 2x4 I I 5x12 MT18H = 2x4 I I 1 2 3 4 5 6 7 8 9 10 11 t'�� r �1 11 •• r ` m 11 YY_t_1Ii�A�`I_ m r A. I. 1, ' 19 17 20 16 21 15 22 14 23 13 24 12 25 4x8 I I 7x14 MT18H = 3x6 I I 3x6 I I 5x12 = 2x4 I I 5x12 MT18H = 3x6 = 8-1 -2 8-1 -2 I 3-74 I 5-7 -4 I 6-11-4 I 8-6-0 I 10-0-12 I 11 -3-12 I 12-8-4 I 15-2-4 I 17 -9-11 17-10-8 3-7-4 2 -0-0 1-4-0 1-6-12 1-6-12 1 -3-0 1-4-8 2-6-0 2 - - 0 Plate Offsets (X,Y): 14:0- 1- 8,Edael, [5:0- 1- 8,0 -0 -01, [8:0- 5- 0,Edgel, [9:0.1- 8,Edriel. f10:0- 1- 8,Edgel, [12:0-1-8.Edqej LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.29 14 -15 >747 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.50 14-15 >425 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 96 lb FT = 0 %F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0 -0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 18= 976/0 -4 -0 (min. 0 -1 -8), 11= 976/0 -1 -12 (min. 0-1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3= 2743/0, 3 -4 =- 2743/0, 4-5 =- 3980/0, 5-6=-3980/0, 6- 7=- 4384/0, 7- 8=- 4397/0, 8 -9= 2113/0 BOT CHORD 18- 19= 0/1553, 17- 19= 0/1553, 17- 20= 0/3980, 16-20= 0/3980, 16- 21= 0/3980, 15- 21= 0/3980, 15- 22= 0/4332, 14-22= 0/4332, 14-23= 0/3486, 13- 23= 0/3486, 13- 24= 0/3485, 12 -24= 0/3485, 12- 25= 0/2113, 11 -25= 0/2113 WEBS 8- 12=- 1476/0, 9-12= 0/571, 4-17=-1431/0, 4- 16= 0/423, 8-13=-57/250, 8- 14= 0/970, 2- 18=- 1782/0, 2 -17= 0/1366, 9-11=-2281/0, 6-15 =- 584/127, 6-14=-183/299 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 11. 5) 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. 6) This truss has been designed for a moving concentrated load of 250.OIb live and 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. � tiD PROF F s S 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ` G, �NGINEr- /0 9) CAUTION, Do not erect truss backwards. , � i LOAD CASE(S) Standard Q $ 2 " E v A v OREGON 0 , 4 1 + G4 12 t 0\ -k ' `/OSEPH 04 RENEWAL DATE 12/31/2013 March 5,2013 1 1 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 E o l k i l f 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, Mvc delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor �f 16481122 B1301890 A03 FLOOR 2 2 Job Reference (optional) Pro-Build Clackamas Truss. Clackamas.OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:48 2013 Page 1 ID: xMEWgioSalBQykG? NQIMNUzIE0n zGIfdU9cXfFShSAD3BNRW6m SF ITnb4LF5bUzel ?D 18-5-0 4-2 -8 8-5 -0 4-2-8 4-2 -8 Scale = 1:16.2 4x6 = 1 2 44 = 32x4 1I 4 5 HHUS28 -2 10 11 8 12 13 5x10 = 2x4 II 2x4 II 18-5 -0 18-5 -0 4-0-8 ¢2 -$ 5-4-0 8 -5-0 I 4-0-8 d2 -8 1 -1 -8 3-1 -0 Plate Offsets (X,Y): [2:0-2-0,0-1-12], [4:0-2-0,0-1-12], [8:0-5-0,0-2-0] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.09 7 -8 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.15 7 -8 >628 240 BCLL 0.0 Rep Stress Incr NO WB 0,35 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 82 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 x 4 DF Std G 'Except* BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. W2: 2 x 4 DF No.1 &Btr G REACTIONS (Ib /size) 9= 1251/0 -5-8 (min. 0 -1 -8), 7= 1475/0 -5-8 (min. 0-1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1094/0, 2- 3=- 4385/0, 3-4 =- 4385/0, 4-7=-1094/0 WEBS 3-8=-380/0, 2- 8= 0/4469, 4- 8= 0/4469 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7 -0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) 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. 5) This truss has been designed for a moving concentrated load of 250.OIb live and 25.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to Q� � C D PROF F ,„ be attached to walls at their outer ends or restrained by other means. 8) Use Simpson Strong -Tie HHUS26 -2 (14 -10d Girder, 4 -10d Truss) or equivalent at 4-0-8 from the left end to connect truss(es) A04 (2 ply N CO � NGINFF 9 / 2 X 6 DF) to front face of bottom chord. 4. 9) Fill all nail holes where hanger is in contact with lumber. Q� 855 E � 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 800 lb down at 5-4 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 'p 4/012 OREG N � � Continued on page 2 - 14, J 2 O ff -}. O SEPH RENEWAL DATE 12 / 31 / 2013 March 5,2013 r f 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 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/P11, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461122 B1301890 A03 FLOOR 2 2 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:48 2013 Page 2 ID:xMEWgioSal BQykG? NQfMNUzIEOn- zGIfdU9cXfFShSAD3BNRW8m _SHXITnb4LF5bUzel ?D LOAD CASE(S) Standard Uniform Loads (ptf) Vert: 6- 10 = -10, 1- 2 = -100, 2 -4= -100, 4 -5 =100 Concentrated Loads (lb) Vert: 8=-1000(F) 12=- 800(F) � 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 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 forbullding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSUL17N6 LLC SBCA at www.sbcindustry.com. Job Truss Truss Type thy Ply Puhe Summ. Crk bldg 23 upper floor 16461123 61301890 A3 FLOOR 2 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:56 2013 Page 1 ID:tkMGFOgj6eR8B 1 ONUrhgSvzIE01 kpEglDFde7GJehnIXtWJro5NIh3oA9QmvbBWtOzel ?5 1 -9 -9 1 2 2x4 II 3 4x6 = 4 2x4 II Scale = 1:9.4 ICI N ) ION ME ital r �. 2x4 II 7 8 6 9 18-5 -0 3x4 = 3x4 18-5-0 1-11-7 3-10 -8 1 -11.7 1 -11 -1 Plate Offsets (X,Y): [4:0- 1- 8,Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) - 0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.40 Vert(TL) - 0.03 6-7 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 20 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -10-8 oc purlins, except BOT CHORD 4 X 2 DF No.1&Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 7= 222 /Mechanical, 5= 204/0 -4 -0 (min. 0 -1 -8) Max Grav7= 334(LC 4), 5= 331(LC 6) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 7- 8= 0/301, 6-8= 0/301, 6-9= 0/301, 5-9 =0/301 WEBS 3-7= 345/0, 3-5 =- 345/0, 3-6 =0/294 NOTES 1) A plate rating reduction of 20% has been applied for the green lumber members. 2) Refer to girder(s) for truss to truss connections. 3) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 end R802.10.2 and referenced standard ANSI/TPI 1. 4) This truss has been designed for a moving concentrated load of 250.OIb live and 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �V% PRop y � NG'NE � '7' /o9 85 PE OREGON ..14, 641' 12 2 ° N -( = LO SEPIA O RENEWAL DATE 12/31/2013 March 5,2013 • • 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 designations shown an 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. Job Truss Truss Type Qty Ply Pirate Summ. Crk bldg 23 upper floor 16461124 B1301890 A04 FLOOR 2 2 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:49 2013 Page 1 18-5-0 ID: g7U0f4rzdFisRLamcFklXKzlEOj- RSJ1ggA 1A1JlclPduug3JIAXsIP1 ?Ykl ?_e8wzel ?C 3-8-8 2x4 X111 3-8-8 1 2 4x4 = 10 3 4 Scale = 1:9.4 8 7 9 18 -5-0 2x4 II 404 = 18 -5-0 I 3.8 -8 3-8-8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 6-7 >999 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.01 6 -7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 36 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3 -8-8 oc purlins, except BOT CHORD 2 X 6 DF No.2 end verticals. WEBS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (Ib /size) 7= 390 /Mechanical, 6= 370/0 -5 -8 (min. 0 -1 -8) Max Grav7= 397(LC 2), 6= 376(LC 4) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-328/0, 3-6= -312/0 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Refer to girder(s) for truss to truss connections. 5) 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. 6) This truss has been designed for a moving concentrated load of 250.OIb live and 25.0Ib dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 8) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. r , 5 ; D PR LOAD CASE(S) Standard Ga DI NE / 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 �(? � N �9 0 - Uniform Loads (plf) Vert: 6-8=-110(F=-100), 5 -6 =10, 1 -2= -100, 2-3=-100, 3 -4= -100 Q $ 25PE OREGON 4 -74, O .+, 'OsEP o� RENEWAL DATE 12/31/2013 March 5,2013 • 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 E of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer. Lateral restraint m i 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 CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 2 16461125 81301890 A06 FLOOR 2 2 Job Reference (optional) , Pro Clackamas Truss, Clackamas,OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries. Inc. Mon Mar 04 13:12:50 2013 Page 1 ID: 1 Hjxv08BvmybBCnJa 1 Mw ?TzHvN 1 vftP2AAt3HVAwmKbAcQvcXrF2GycmFluuXNEIgMzel ?B 18-5-0 I 6-4 -8 1 7 -8-8 I 11 -8-8 15 -8 -8 I 3-2-4 3 -2-4 1 -4-0 4 -0-0 4-0-0 Scale = 1 :27.2 1-4-0 2x4 II 4x10 = 3x6 = 2x4 II 5x10 = 2x4 II 1 23 2 24 3 25 4 26 5 27 6 W-__ 1 MOM MI ra NMI ►_� a C C — C +% 14 15 16 12 17 18 11 19 10 20 9 5x8 = 21 a 22 4x8 = 3x6 I I 7x14 MT18H = 2x4 I I 4x6 = 2x4 II 18-5-0 18 -5-0 I 1-4-0 1 2 -8-0 1 3 -2-4 1 3 -10-0 I 6-4-8 I 7 -8-8 I 11 -8-8 I 15-8 -8 I 1-4-0 1-4-0 0-6 -4 0-7 -12 2-6 -8 1 -4-0 4-0-0 4-0-0 Plate Offsets (X.Y): [2:0- 4- 8.0- 1- 121.13:0 -2- 12.0 -1- 8],15:0 -3- 12,0 -1- 121,[ 9: 0- 3- 0,0 -1- 12].[11:0- 7- 0,0 -3- 41.[12:0- 4- 8.0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.31 10 >600 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) - 0.54 9-10 >343 180 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 138 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins, BOT CHORD 2 X 6 DF 2250F 1.7E *Except* except end verticals. B2: 2 X 4 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4DF Std G REACTIONS (lb /size) 13= 2869/0 -4-0 (min. 0 -1 -8), 7= 1327/0 -4 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -13 =- 319/0, 2- 24=- 9146/0, 3-24 =- 9146/0, 3-25=-7962/0, 4 -25 =- 7962/0, 4 -26 =- 7962/0, 5-26 =- 7962/0, 6-7=-315/0 BOT CHORD 13- 14= 0/8017, 14- 15= 0/8017. 15- 16= 0/8017, 12- 16= 0/8017, 12- 17= 0/8017, 17- 18= 0/8017, 11- 18= 0/8017, 11- 19= 0/8013, 10-19= 0/8012, 10- 20= 0/7962, 9-20= 0/7962, 9-21= 0/4807, 8- 21= 0/4807, 8- 22= 0/4807, 7- 22= 0/4807 WEBS 4-9=-459/0, 3-10 =- 1332/0, 2- 12= 0/1365, 2- 13=- 8284/0, 5-8=-17/293, 5-9= 0/3405, 5-7=-4929/0, 3- 11= 0/2041, 2- 11= 0/1220 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-5-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0 -9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) This truss is not designed to be used as a floor truss. 5) All plates are MT20 plates unless otherwise indicated. , t ( - R OF �s s 6) A plate rating reduction of 20% has been applied for the green lumber members. `C E /O 7) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 3 standard ANSI/TPI 1. Q 8552 9 r 8) This truss has been designed for a moving concentrated load of 250.OIb live and 25.0lb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 10) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 9 Q 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1500 lb down at 3 -10-0, and 500 9 4/�C FI 0 ��/ lb down at 1-4 -0, and 500 lb down at 2 -8 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility `Y 2 2 G -t- Cont9(tR13ffi page 2 `�OSEPN O RENEWAL DATE: 12 / 31 / 2013 March 5,2013 1 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 E of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer. Lateral restraint m i 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 CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461125 B1301890 A06 FLOOR 2 2 Job Reference (optional) Pro -Build Clackamas Truss. Clackamas,OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries. Inc. Mon Mar 04 13:12:50 2013 Page 2 ID:1 Hjxv08BvmybBCnJa1Mw?TzHvN1- vftP2AAt3HVAwmKbAcQvcXrF2GycmFluXfkBgMzel ?B LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13 = -10, 1- 6 = -100 Concentrated Loads (lb) Vert: 14=-500(F) 16=- 500(F) 17=- 1500(F) 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 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. Add 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. 1 Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461126 81301890 A08 FLOOR 2 Job Reference (optional) Pro Clackamas Truss. Clackamas,OR 97015 Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:51 2013 Page 1 ID:SsP4XQA3BhLA2gWuFAwdc5zHvN_ NrRnFWBVgad1YvvokJx88kOQnglrViT t ITlCpzel ?A 18-5-0 3-2-4 1 6-4 -8 I 7 -8-8 1 11 -8-8 1 15-8-8 I 3-2-4 3-2-4 1-4-0 4-0-0 4-0-0 Scale = 1:27.2 1-40 2x4 I I 4x10 = 3x6 = 2x4 H 5x10 = 2x4 II 1 23 2 24 3 25 4 26 5 27 6 nu 1 IJ �� _ r r �. 11 II 4II �� lY m. __ 0 14 15 16 12 17 18 11 19 10 20 9 21 8 22 4x8 = 3x6 I I 7x14 MT18H = 2x4 I I 4x6 = HUS26 2x4 I I 18-5 -0 18-5 -0 1 1-4-0 1 2 -8-0 13-2 -4 1 3 -10 -0 1 6-4 -8 I 7 -8 -8 I 11-8-8 I 15-8 -8 I 1-4 -0 1-4 -0 0-6-4 0-7 -12 2-6-8 1 -4-0 4-0-0 4-0-0 Plate Offsets (X.Y): 12:0-4 -8,0 -1 -121, 13:0 -2- 12,0 -1 -81, L5:0 -3- 12.0 -1 -121, [9:0-3 -0,0 -1 -121, [11:0-7-0,0-3-41,112:0-4-8,0-1-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.60 Vert(LL) -0.31 10 >600 240 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.54 9 -10 >343 180 MT18H 220/195 BCLL 0.0 Rep Stress lncr NO WB 0.86 Horz(TL) 0.07 7 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 138 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -11 -11 oc purlins, BOT CHORD 2 X 6 DF 2250F 1.7E 'Except' except end verticals. B2: 2 X 4 OF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2x4DF Std G REACTIONS (lb /size) 13=2869/0-4-0 (min. 0-1 -8), 7= 1327/0-4 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -13 =- 319/0, 2 -24 =- 9146/0, 3-24 =- 9146/0, 3-25= 7962/0, 4-25 =- 7962/0, 4- 26=- 7962/0, 5-26 =- 7962/0, 6-7= -315/0 BOT CHORD 13- 14= 0/8017, 14- 15= 0/8017, 15- 16= 0/8017, 12- 16= 0/8017, 12 -17= 0/8017, 17- 18= 0/8017, 11- 18= 0/8017, 11- 19= 0/8013, 10-19= 0/8012, 10- 20= 0/7962, 9-20= 0/7962, 9 -21= 0/4807, 8- 21= 0/4807, 8- 22= 0/4807, 7- 22= 0/4807 WEBS 4 -9= 459/0, 3 -10 =- 1332/0, 2 -12= 0/1365, 2 -13 =- 8284/0, 5 -8 =- 17/293, 5 -9= 0/3405, 5-7=-4929/0, 3- 11= 0/2041, 2- 11= 0/1220 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 x 4 - 1 row at 0-7 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-5-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) This truss is not designed to be used as a floor truss. 5) All plates are MT20 plates unless otherwise indicated. „k.51% ED R�F ESs 6) A plate rating reduction of 20% has been applied for the green lumber members. Ca � NGINEE 9 /0 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. 44/ 85525PE 9 8) This truss has been designed for a moving concentrated load of 250.O1b live and 25.OIb dead located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 10) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ' PA OREGON ,� 4 11) Use Simpson Strong -Tie HUS26 (14 -10d Girder, 4 -10d Truss, Single Ply Girder) or equivalent at 3-10-0 from the left end to connect truss(es) BEAM (1 ply 2 x 4 DF) to front face of bottom chord. 9 4 G l V.12 2. +‘ �. j d3At(rlllA eRil,ivOt where hanger is in contact with lumber. Y JOSEP� 0 RENEWAL DATE: 12/31/2013 March 5,2013 1 ■ 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 MTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability E o i t f 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. Job Truss Truss Type Qty Ply Polio Summ. Crk bldg 23 upper floor 16461126 B1301890 A08 FLOOR 2 2 Job Reference (optional) Pro-Build Clackamas Truss. Clackamas,OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:51 2013 Page 2 ID:SsP4XOA3BhLA2gWuFAwdc5zHvN - NrRnFWBVgadlYwokJx88kOOnglrViYImJTICpzel ?A NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down at 1-4 -0, and 500 lb down at 2 -8 -0 on bottom chord. The design /selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 7- 13 = -10, 1- 6 = -100 Concentrated Loads (lb) Vert: 14=- 500(F) 16=- 500(F) 17=- 1500(F) � 1 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design 701 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. Job Truss Truss Type Qty Ply Pose Summ. Crk bldg 23 upper floor 16461127 61301890 A09 FLOOR 2 2 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:52 2013 Page 1 ID: bgz2Lpx_ IjijOaBl4xtAsOzIEOb s1 ?ASrC7bulu93U_I1SNhywdL3foE0v zDlkFzel ?9 5-3-7 I 10 -8-11 I 16-0 -4 te 1 0- 8 5-2-15 5-5-3 5 -3-9 0- 8 Scale = 1:27.9 10x10 = 9x12 MT18H = 12 3 4 56 a_— MOM --I a a — a ... 1 11 13 10 14 9 15 0 9x12 MT18H = 10x10 = 18-5-0 18-5-0 01 -8 5-3-7 I 10 -8 -11 I 16-0-4 16 1.12 0 - d - 8 5-2 -15 5-5-3 5-3-9 048 Plate Offsets (X,Y): 13:0.3 -8,0 -3-01. 14:0- 3- 8.0 -2 -01. I8:Edoe,0 -3-01, 111:Edge,0 -2 -01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.48 Vert(LL) - 0.41 9-10 >464 360 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.59 Vert(TL) -0.71 9 -10 >265 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.02 8 n/a n/a ' BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 143 lb FT = 10% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 1.7E TOP CHORD Structural wood sheathing directly applied or 5-4 -2 oc purlins. BOT CHORD 2 X 6 DF 2250F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. WEBS 2 x 4 DF Std G 'Except W2,W3: 2 x 4 DF No.18Btr G REACTIONS (lb /size) 11= 1864/0 -3-8 (min. 0 -1-8), 8= 1864/0 -4 -0 (min. 0 -1 -8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7492/0, 3- 4=- 7492/0, 4-5 =- 7492/0 BOT CHORD 10- 14= 0/7492, 9-14= 0/7492 WEBS 3-10 =- 539/0, 4- 9=- 539/0, 2 -11 =- 1426/0, 5-8=-1417/0, 2- 10= 0/7582, 5-9= 0/7580 NOTES 1) 2 -ply truss to be connected together with 10d (0.131 "x3 ") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7 -0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9 -0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) A plate rating reduction of 20% has been applied for the green lumber members. 6) 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. 7) This truss has been designed for a moving concentrated load of 250.Olb live and 25.Olb dead located at all mid panels and at all panel � points along the Bottom Chord, nonconcurrent with any other live loads. 001 PROF F S 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. N CO L NG %NEE s /0 9) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to . be attached to walls at their outer ends or restrained by other means. Q kr 8 • 25PE 9 LOAD CASE(S) Standard / 1) Floor: Lumber Increase =1.00, Plate Increase =1.00 Uniform Loads (plf) Vert: 1-6=-100, 11- 12 = -10, 8-11=-135(F=-125), 7 -8 = -10 13 v OREGON ,` ( Sy + 6 4'12 2- +� `'OSEPH 04 RENEWAL DATE: 12/31/2013 March 5,2013 1 ► 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 Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and Installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction Is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, �A delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSUL17NG LLC SBCA at www. sbcindustry .com. • Job Truss Truss Type thy Ply Pulte Summ. Crk bldg 23 upper floor 16461128 B1301890 A FLOOR 10 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:45 2013 Page 1 ID: vNRpamX9cady0 _T3weoV12zlE3 - Zh4W S6kEkttq _Re03gkvT8L1FDv5 ?a9ON00 ?9zel ?G t - 7 - 6 11 - 7 - 6 II 1 - t0 - 8 111.4 - 0 IF 1 1 - 6.0 II 2 - 6.0 II 2 - 5 - 4 II 2 - 3 - 11 111 - 3011 - 3011 2 - 6 - 1 1 I1 2 - 5 - 4 II 2 - 5 - 4 Scale = 1:61.5 2x4 I I 4x10 = 3x4 I I 3x8 = 4x6 = 2x4 11 2x4 1 1 3x6 = 2x4 I I 5x12 MT18H = 4x6 = 3x4 I I 306 FP = 3x10 = 2x4 I I 2x4 11 4x8 = 3x6 = 3x4 II 1 2 3 4 5 8 7 B 9 10 11 12 13 14 15 16 17 18 19 35 36 34 37 33 38 32 39 31 40 30 41 29 42 28 43 27 26 44 25 45 24 46 23 47 22 48 21 49 20 3x6 = 3x6 = 4x611 4-03r4 = 5x12 MT18H = 2x4 I I 4x8 = 3x10 = 3x6 FP = 2x4 I I 3x8 = 3x4 = 2x4 I I 4x6 = 3x6 = 4x12 = 8 -1 -2 8-1-2 27 -11-0 8-1 -2 I 3-7-0 I 5.7:4 1e -11 1r1 -0-12 15 -3 -12 I 175 -11 I 203 I 25.9 -12 I 27 -9-9 II 30-5- 37 -11-0 I 35-9 -e 3-7-0 2 -0-0 1 -0-0 -4 3 -1-8 5-3-0 2 -5 -15 2 -7-0 3 5-4-9 1 -11 -12 2 -0-0 0 2 -4-0 2 -10 -e 0 -1 -8 Plate Offsets (X,Y): [1:Edge,0 -1 -8], [2:0- 2- 12,Edge], [3:0.1- 8,Edge], [4:0- 1- 8,Edge], [5:0- 1- 8,0 -0-0], [9:0- 1- 8,Edge], [11:0- 3- 0,Edge], [14:0- 2- 12,Edge], [15:0- 1- 8,Edge], [16:0 -1 -8 [17:0- 2- 4,Edge], [18:0- 1- 8,Edge], [21:0- 1- 8,Edge], [23:0- 1- 8,Edge], [24:0.1- 8,Edge], [26:0- 4- 4,Edge], [28:0- 4- 0,Edge], [29:0- 1- 8,Edge], [32:0- 1- 8,Edge], 133:0- 1- 8,Edge], [34:0-1-8,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.81 Vert(LL) -0.27 22 -23 >785 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.47 22 -23 >455 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.07 20 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 167 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G *Except' end verticals. B2: 4 X 2 DF 2400F 1.7E BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 4 X 2 DF Std G 'Except' W6: 4 X 2 DF No.1 &Btr G REACTIONS (lb /size) 35= 759/0 -4-0 (min. 0 -1 -8), 28= 2376/0 -5 -2 (min. 0 -1 -8), 20= 775/0 -4 -0 (min. 0 -1 -8) Max Grav35= 835(LC 2), 28= 2376(LC 1), 20= 851(LC 3) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2125/0, 3 -4 =- 2917/0, 4 -5 =- 2917/0, 5-6 =- 2917/0, 6 -7 =- 2778/183, 7 -8 =- 2778/183, 8 -9 =- 60/1414, 9- 10= 0/3506, 10- 11= 0/3498, 11 -12 =- 301/1318, 12 -13= 301/1318, 13-14=-301/1318, 14-15=-3063/0, 15-16=-3063/0, 16-17=-3063/0, 17-18=-1870/0 BOT CHORD 35- 36= 0/1247, 34-36= 0/1247, 34- 37= 0/2125, 33- 37= 0/2125, 33- 38= 0/2917, 32- 38= 0/2917, 32- 39= 0/3004, 31- 39= 0/3004, 31 -40 =- 699/1763, 30 -40 =- 699/1763, 30 -41 =- 699/1763, 29-41= 699/1763, 29 -42 =- 1414/60, 28- 42=- 1414/60, 28 -43 =- 2127/0, 27-43=-2127/0, 26 -27 =- 2127/0, 26 -44 =- 655/1960, 25-44=-655/1960, 25 -45 =- 655/1960, 24 -45 =- 655/1960, 24- 46= 0/3063, 23- 46= 0/3063, 23- 47= 0/2903, 22- 47= 0/2903, 22- 48= 0/2903, 21- 48= 0/2903, 21- 49= 0/1870, 20- 49= 0/1870 WEBS 8 -30 =- 24/294, 14- 25=- 65/297, 17 -23 =- 498/309, 15 -24 =- 383/0, 10-28=-255/0, 11- 28=- 1765/0, 13 -26 =- 258/0, 3-33=-68/892, 3-34 =- 545/1, 18- 21= 0/438, 17- 21=- 1116/0, 8- 31= 0/1291, 4-33=-307/40, 6-32 =- 213/529, 6- 31=- 477/73, 17- 22= 0/341, 8 -29 =- 2060/0, 9- 28=- 2645/0, 14- 26=- 1963/0, 14- 24= 0/1616, 18 -20= 2005 /0, 9- 29= 0/790, Q� ED F .r PROF S 2-35=-1454/0, 2-34=0/1034, 11-26=0/1637 GINrE NOTES � (?� N F O� � 1) Unbalanced floor live loads have been considered for this design. Q 8 25PE 2) All plates are MT20 plates unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) 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. 5) This truss has been designed for a moving concentrated load of 250.OIb live and 25.OIb dead located at all mid panels and at all panel '9� OREGON points along the Bottom Chord, nonconcurrent with any other live loads. , 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 14, G � ■' 12 2. Continued on page 2 `/OSEPN RENEWAL DATE 12/31/2013 March 5,2013 1 A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 0311') 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 m i 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/7P' 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461128 B1301890 A FLOOR 10 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015.1129, Eric Roesler 7 250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:45 2013 Page 2 ID: vNRpamX9cady0 _T3weoV12ztE3i -Zh4W S6kEkttq _Re03gkvT8L1FDv5 ?a9ONOQ ?9zel ?G NOTES 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard � f A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design m i t 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/ 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 ANSVTPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461129 61301890 B3A FLOOR 1 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas.OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:57 2013 Page 1 ID: ICKjOpFSYgDAOIYEA8YGPZzHvMt C ?o3WZGGPOOAGgMy5a2Y0 ?dW V4MyvUfw8Fw3QSzel ?4 I 2 -5-4 I I 2-6-0 1 1 2-6-0 I Scale c 1:18.2 2x4 I I 3x6 = 2x4 I I 5x12 MT18H = 1 5x12 MT18H = 2 3 4 5 o - r illinill P ili r 4 1 111111 P -M.11.1 N �1� 11 MIS l 1 I/\ 1" 11 9 12 8 73 7 14 5x12 MT18H = 2x4 11 5x12 MT18H = 3x4 II 3x4 II 18-5-0 18-5-0 I 2 -9-12 I 5-4-8 I 7 -11 -4 1 10-9 -0 1 2 -9 -12 2-6-12 2-6-12 2 -9-12 Plate Offsets (X.Y): [1:Edge,0 -1 -8], [5:0- 3- 0,Edgel. I10:Edge,0 -1 -81 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.07 7 -8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.60 Vert(TL) -0.12 8 -9 >999 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 53 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 10= 578/0 -4-0 (min. 0 -1 -8), 6= 578/0 -4 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -10 =- 565/0, 5-6 =- 565/0, 1 -2 =- 1158/0, 2 -3 =- 1158/0, 3-4 =- 1158/0, 4 -5 =- 1158/0 BOT CHORD 9- 12= 0/1498, 8- 12= 0/1498, 8- 13= 0/1498, 7 -13= 0/1498 WEBS 3-8=-18/296, 2 -9 =- 297/0, 4 -7 =- 297/0, 3 -9=- 463/81, 3-7= 463/81, 1 -9= 0/1246, 5-7= 0/1246 NOTES 1) All plates are MT20 plates unless otherwise indicated. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) 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. 4) This truss has been designed for a moving concentrated load of 250.01b live and 25.Olb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 5) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard .��REO PR OFFS 4 4 le— � NGINEF9 s/ % ?i :• 525PE 9 r / 9� v OREGON , 4 Q 1 12 20 , - `'OSEPH 04 RENEWAL DATE: 12 /31 /2013 March 5,2013 ■ I 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 Elk/ 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. Of re Job Truss Truss Type Qty Ply Pulte Summ. Crk bldg 23 upper floor 16461130 B1301890 C1 FLOOR 21 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:58 2013 Page 1 ID: 9n? serlKrlblFCHprG5z0CzHvMq - gBMRjvHuAkW1 t_x8eHZnwDAcvUgke0o3Nvgcyvzel ?3 I 2 - 7 - 8 I I 1 - 40 I I 2.6.0 I I 2 - 3 - 0 I Scale = 1:19.9 3x4 I I 354 = 2x4 I I 3x8 = 3x6 = 1 2 3 3x8 4 5 8 14-0 I I I N 11110 I .— 12 13 11 14 10 15 9 18 8 17 K 2x4 I I 2x4 I I 3x8 = 2x4 I I 3x6 = 3x8 = 18-5 -0 18-5 -0 I 5-3-0 I 6-4-8 I 7.8.8 I 10 -5 -8 I 12-11-8 I 15-8 -8 I 1-4 -8 1 -1 -8 1-4-0 2-9-0 2-6-0 2 -9-0 Plate Offsets (X.Y): [1:Edoe.0 -1 -81. [2:0- 1- 8,Edoe1. 13:0- 1- 8,Edgel. 17:0- 3- 8,Edael. 110:0 -1 -8,0 -0-01. 111:0- 1- 8.Eddel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /def L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) - 0.17 9-10 >820 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.75 Vert(TL) -0.30 9 -10 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 58 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.18Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 12= 637 /Mechanical, 7= 637/0 -4 -0 (min. 0 -1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1377/0, 3 -4=- 1855/0, 4-5 =- 1855/0 BOT CHORD 12- 13= 0/1377, 11- 13= 0/1377, 11- 14= 0/1377, 10-14= 0/1377, 10- 15= 0/1377, 9-15= 0/1377, 9-16= 0/1270, 8- 16= 0/1270, 8- 17= 0/1270, 7- 17= 0/1270 WEBS 4-9=-337/0, 3- 9 = -56/ 598, 2 -11= 0/311, 5-9= 0/629, 5 -8 =- 16/293, 2 -12 =- 1511/0, 5-7= 1371/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) A plate rating reduction of 20% has been applied for the green lumber members. 3) Refer to girder(s) for truss to truss connections. 4) 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. 5) This truss has been designed for a moving concentrated load of 250.OIb live and 25.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Fix heels only Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard �� ?ED PR OF ES S , � NGINEE9 /0 855 PE r 9.1 v OREGON % 43" 1 - . V i `tsEPN 0 RENEWAL DATE: 12/31/2013 March 5,2013 1 • A WARNING - Verify design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design valid for use with MRek connector plates only. This design Is based only upon parameters shown, and is for an Individual building component. Applicability E o f t f design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses For general guidance regarding design responsibilities. fabrication, quality control, storage, �f 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, v v Job Truss Truss Type ' Qty Ply ' Pulte Summ. Crk bldg 23 upper floor 16461131 B1301890 C FLOOR 31 1 Job Reference (optional) Pro Clackamas Truss, Clackamas.OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:12:58 2013 Page 1 ID: 5A7c3WJbNNrTUWRCyh8R6dzHvMo gBMRjvHuAkW1t x8eHZnwDAeMUguexd3Nvgcyvzel ?3 1 2 -3 -0 1 I 2-6-0 1 1 0 -10-8 1 1 1 -4-0 .. 1 2 -3-0 I Scale • 1:26.4 4x10 = 2x4 I I 4x4 = 3x4 = 2x4 I I 5x12 MT18H = 3x6 = 1 2 3 4 5 6 7 8 riu /M II 'L1 via■ is �'� ' 17 15 18 14 19 13 20 12 21 11 22 10 23 'M 3x8 = 2x4 I I 4x8 = 2x4 I I 2x4 I I 5x12 MT18H = 2x4 I I 3x8 = 18-5 -0 18-5 -0 1 2 -9 -0 5-3-0 I 6 -4-8 I 7 -8 -8 1 10 -4 -0 I 12 -11 -8 I 15-8-8 I 2-9-0 2-6-0 1 -1 -8 1-4-0 2-7-8 2 -7 -8 2-9-0 Plate Offsets (X,Y): 14:0- 1- 8.Edoel. 15:0- 1- 8.Edge). 19:0- 3- 8,Edael, 112:0 -1-8.0 -0-01. 113:0- 1- 8,Edoe), 114:0- 3- 12,Edge1. 116:0- 3- 8,Edoel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.20 11 -12 >944 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.35 11 -12 >536 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight: 78 lb FT = 0 %F, 0 %E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 SBtr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 16= 850/0 -4 -0 (min. 0 -1 -8), 9= 850/0 -4-0 (min. 0-1 -8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -3 =- 2819/0, 3 -4 =- 2819/0, 4 -5 =- 3115/0, 5-6= 2874/0, 6 -7 =- 2874/0 BOT CHORD 16- 17= 0/1815, 15- 17= 0/1815, 15- 18= 0/1815, 14- 18= 0/1815, 14- 19= 0/3115, 13- 19= 0/3115, 13- 20= 0/3115, 12- 20= 0/3115, 12- 21= 0/3115, 11- 21= 0/3115, 11 -22= 0/1801, 10- 22= 0/1801, 10- 23= 0/1801, 9- 23= 0/1801 WEBS 4- 14=- 685/187, 2- 15= 0/301, 2- 14= 0/1081, 6-11=-300/0, 5-11 =- 558/242, 7 -10 =- 10/297, 7- 11= 0/1154,2 -16 =- 1959/0, 7 -9 =- 1944/0 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) 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. 5) This truss has been designed for a moving concentrated load of 250.01b live and 25.0lb dead located at all mid panels and at all panel points along the Bottom Chord, nonconcurrent with any other live loads. 6) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ���ED PR OPe ct LOAD CASE(S) Standard 44 c C3 rG NGIN4 ,9 / Q 85 PE 9,4 v REGON N 4Q 94 + "OSEPN OF. RENEWAL DATE 12/31/2013 March 5,2013 1 ■ 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 ony. 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 m i t designations shown on individual web and chord members are for compression buckling only, not forbuilding stability braving. 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 ac SBCA at www.sbcindustry .com. • r Job Truss Truss Type Qty Ply Pulie Summ. Crk bldg 23 upper floor 16461132 81301890 C -DRAG FLOOR 2 1 Job Reference (optional) Pro Clackamas Truss, Clackamas.OR 97015 Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc Mon Mar 04 13:13:00 2013 Page 1 ID: WIpIhYMTftE2LzAneph8IFzHvMI daUB8a18iLm1715WmibFOeFuSILy6kgMgD9j1 nzel ?1 1 2-5-4 1 1 2 -3-12 I 0 -10-8 -I I 1 -4 -0 1 1 2 -6-0 I 2 -3 -0 1 Scale = 1.26 4 2x4 11 4x4 = 4x4 = 5x12 MT18H = 2x4 11 5x12 MT18H = 3x6 = , 4x10 = 2 3 4 5 6 7 8 HIM iHi i� i�III N air 4 .���� ∎�.��.∎ ∎ ∎ A...L..∎ ∎. 14 19 13 20 12 21 11 22 10 23 3x6 = 4x10 = 4x4 = 2x4 11 2x4 11 5x12 MT18H = 2x4 11 3x8 = 18-5-0 18-5-0 1 2 -9 -12 I 5-30 I 6 -4 -8 1 7 -8 -8 I 10 -4 -0 1 12 -11 -8 I 15-8-8 1 2-9-12 2-5-4 1 -1 -8 1-4 -0 2 -7 -8 2 -7 -8 2 -9 -0 Plate Offsets (X.Y): f1:Edge,0 -1 -81. 13:0- 1- 8.Edael. 14:0- 1- 8,Edael, [5:0- 1- 8,Edgel,19:0- 3- 8,Edgel. 112:0- 1- 8,0 -0 -0], [13:0- 1- 8,Edgel. 114:0- 1- 8,Edgel, [15:0- 4- 12,Edgel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.21 11 -12 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.77 Vert(TL) -0.32 11 -12 >475 360 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) Weight: 78 lb FT = 0%F, 0%E LUMBER BRACING TOP CHORD 4 X 2 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4 -8 -11 oc purlins, except BOT CHORD 4 X 2 DF No.1 &Btr G end verticals. WEBS 4 X 2 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0 -0 oc bracing. REACTIONS (lb /size) 16= 93/4 -0 -0 (min. 0 -1 -8), 15= 1147/4 -0 -0 (min. 0-1-8), 9= 646/0 -4 -0 (min. 0-1 -8) Max Horz 16 =92(LC 2) Max UpIift16 =1168(LC 7), 15=- 269(LC 8), 9= -96(LC 8) Max Grav16= 1049(LC 8), 15= 1851(LC 2), 9= 919(LC 7) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 16=- 1036/1169, 1 -2 =- 2319/2999, 2- 3=- 1379/2058, 3-4= 2066/1024, 4 -5 =- 2865/989, 5 -6= 3455/1146, 6 -7 =- 2558/49, 7 -8= 974/974 BOT CHORD 16 -17 =- 2029/2143, 15 -17 =- 4195/4195, 15 -18 =- 2509/2191, 14-18=-2509/3494, 14- 19=- 1822/3662, 13 -19 =- 1822/3662, 13 -20 =- 1792/3668, 12 -20= 1792/3668, 12 -21 =- 1792 / 3668, 11 -21 =- 1792/3668, 11 -22 =- 321/1968, 10 -22 =- 321/1968, 10 -23 =- 321/1968,9 -23 =- 321/1968 WEBS 3 -14 =- 217/1031, 4 -13 =- 191/686, 5 -12 =- 391/143, 2 -15 =- 336/0, 6 -11 =- 362/0, 7 -10 =- 14/294, 5-11= 934/1442, 7 -11 =- 526/1345, 3-15 =- 2170/360, 1 -15 =- 3318/2592, 7 -9= 2125/347, 4 -14 =- 1770/423 NOTES 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) A plate rating reduction of 20% has been applied for the green lumber members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1168 lb uplift at joint 16, 269 lb uplift at joint Ep PROF 15 and 96 Ib uplift at joint 9. ft?' es, 5) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced CO NGINEF /O standard ANSI/TPI 1. � C? 9 1, 6) This truss has been designed for a moving concentrated load of 250.OIb live and 25.01b dead located at all mid panels and at all panel Q 855 • E points along the Bottom Chord, nonconcurrent with any other live loads. 7) This truss has been designed for a total drag load of 380 pH. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4 -0 -0 for 1492.3 plf. 8) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement ' OREGO ' w it at the bearings. Building designer must provide for uplift reactions indicated. 9a - vG o 1 1 A 10) Recommend 2x6 strongbacks, on edge, spaced at 10 -0 -0 oc and fastened to each truss with 3 -10d (0.131" X 3 ") nails. Strongbacks to Y r 2, Z Vr ContktietIVIMiN galls at their outer ends or restrained by other means. dOSEPH Q RENEWAL DATE: 12/31/2013 March 5,2013 I 1 ® WARNING - Venfy design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -111 before use. Design valid for use with MiTek connector plates only This design is based only upon parameters shown, and is for an individual building component, Applicability rt of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www sbcindustry.com. • • Job Truss Truss Type Qty Ply Pulte Summ. Crk b tdg 23 upper floor 16461132 B1301890 C -DRAG FLOOR 2 1 Job Reference (optional) ' Pro Clackamas Truss, Clackamas,OR 97015 Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 13:13:00 2013 Page 2 ID: W1plhYMTflE2LzAneph8jFzHvMI- daUB8a18iLm1715WmibFOeFuSILy6kgMgD9j 1 nzel? 1 LOAD CASE(S) Standard r r A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Referents 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 Zit 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. �A delivery, erection, lateral restraint and diagonal bracing, consult ANSVTPI 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 1 3/" Center plate on joint unless x, y Failure to Follow Could Cause Property offsets are indicated. 6 -4-8 dimensions shown in ft -in- sixteenths Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1 (Drawings not to scale) ■ ■ Apply plates to both sides of truss I 1. Additional stability bracing for truss system, e.g. diagonal or X- bracing, is always required. � and fully embed teeth. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral restraints themselves may require bracing, alternative T. or I- Reinforcement, or Eliminator 0' 6 " 1 2 3 bracing should be considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced MIEM usses. P 4. Provide copies of this truss design to the building designer, erection supervisor, property F � owner and all other interested parties. a 5. Cut members to bear tightly against each other. O ., p 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. For 4 x 2 orientation, locate CJ iLlIpAils: U 7. Design assumes trusses will be suitably protected from the environment in accord with TPI 1. plates 0 tru from outside <L 8. Un e s otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 0 edge of truss. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative Cr - C6 C5 - treated, or green lumber. BOTTOM CHORDS 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 toad deflection. required direction of slots in 8 7 6 5 11 Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 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 continuous lateral restraints (i.e., purlins) provided at spacing software or upon request. indicated on design. JOINTS ARE GENERALLY NUMBERED /LETTERED CLOCKWISE 14. Bottom chords require continuous lateral restraint at 10 ft. spacing, or less, if no ceiling is AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO installed, unless otherwise noted. THE LEFT. 15. Connections not shown are the responsibility of others. PLATE SIZE 16. Do not cut or alter truss member or plate without prior approval of an engineer. C HORDS AND WEBS ARE IDENTIFIED BY END JOINT 17. Install and load vertically unless indicated otherwise. The first dimension is the plate 18. Use of green or treated lumber may pose unacceptable environmental, health or performance 4 x 4 width measured perpendicular NUMBERS /LETTERS. risks. Consuitwith project engineer before use. to slots. Second dimension is 19. Review all portions of this design (front, back, text and pictures) before use. Reviewing the length parallel to slots. pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI /TPI 1 Quality Criteria. PRODUCT CODE APPROVALS 21. Unless information is otherwise provided to DrJ in writing, the use of these designs presumes LATERAL RESTRAINT LOCATION approval, through the building designer or owner of the trusses, of the loads and related ICC-ES Reports: design assumptions (e.g. spans, profiles, deflection, etc.) found on each of the individual Indicated by symbol shown and /or design drawings. /� by text in the bracing section of the 22. These trusses are designed using MiTek Sapphire standard analysis methods in accordance i � 9 ESR -131 1, ESR -1352, ER -5243, 96048, with ANSI/TPI 1 and related proprietary information. output. Use T- or I- Reinforcement 9730, 95 -43, 96-31, 9667A 23. It is extremely important to properly install temporary lateral restraint and diagonal bracing, in or proprietay bracing (e.g. eliminator) NER -487, NER -561 accordance with BCSI -B2 or using proprietary methods (e.g. Stabilizer, etc.). if indicated. 95110, 84 -32, 96 -67, ER -3907, 9432A 24. Sheathing applied in the plane of the truss is not considered in the design of the individual NOTE - LATERAL RESTRAINTS truss components unless specifically noted. MUST BE BRACED. REFER TO BCSI 25. Graphical representation of lateral restraints (i.e, purlins), if shown, does not depict the size or BEARING OR AS SPECIFIED BY THE BUILDING orientation of the restraint along the top and /or bottom chord. Restraints must be designed by others for of the he and s posiioned in such a way as to support the imposed load along the �� DESIGNER dearsp 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 Indicates location where bearings ©2012 DrJ Consulting, LLC All Rights Reserved supportirgscissor type trusses should be designed in such a manner that the walls will safely (supports) occur. Icons vary but withstand the lateral forces of the trusses. Consideration of these items is not a part of this reaction section indicates joint design and is not the responsibility of the truss plate supplier, the truss designer, nor the ® number where bearings occur. truss fabricator. Competent professional advice should be secured relative to these items. 27. The accuracy of the bus design draw relies n accurate metal connector design values as published by MiTek and accurate nu design values for solid sawn plate lumber. Design Industry Standards: values (E, Emin, Fb, Fc, Fcp, Ft, and Fv) for solid sawn lumber and approved, grade for Metal 9 Specification National Design S ecification 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 Plate Connected Wood Truss Construction. the Board of Review of the American Lumber Standards Committee in accordance with the DSB -89: Design Standard for Bracing. DrJ Consulting, LLC latest edition of ANSI/TPI 1 Section 6.3. BCSI: Building Component Safety Information, 6 300 Enter rise Lane 28. Trusses used as Purlin Gables (a.k.a. Hip Frames, Lay -In Gables) - Attachment of the Purlin Guide to Good Practice for Handling, Enterprise G to the supporting hip trusses satisfies the restraint/bradng requirements for the gable Installing, Restraining & Bracing of Metal CONSULTING LLC Madison, WI 53719 studs. Refer to the buss design drawing for each irdividualtruss. • Plate Connected Wood Trusses.