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/451" aoi3 - 000Qa 5 ,10._12 C3S65 5'u Rvst air Mg aor3 „ X00 q 3 /36-57 Sw R054 M4ti N15 A° 35 sw tiat..h.Y aor oon4�' 3 537 sw Ras£ MM 2y" /4 6T 24l 3 - 06 o q 7 / 35 - 5 / 6,02ost CONSULTING LLC APR 15 2013 DrJ Consu CITY GARD 6300 Enterprise an W ISION Madison, Wisconsin, 53719 Re: 81301891 MiTek 20/20 7.2 Pulte Summ Crk. bldg 23 roof 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: 16461784 thru16461817 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 ANSI/TPI 1 Section 6.3. 4 D PROF? ss A CS' N GINE E /O29 85525PE 9 � F OR C.N, 4 9 G0 12 2 - °b 4- " OSEPH � RENEWAL 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. • Job Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof • .r 16461784 B1301891 A01 GABLE 1 1 Job Reference (optional) Pro - Build Clackamas Truss, Clackamas,OR 97015 - 1129, Eric Roesler 7250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 14:18:47 2013 Page 1 ID: 5sWRT7xe? D3iT4hOXzWCVfzFlujz YvTJXC3yB32j8sK6U8vciU _EUXMXAPynKRom42WzeH1 M 27- i 1 1 1 2.0 19-6-0 I 39.0 -0 a 0 - Q 2 -2 -0 17 -4-0 19-6-0 l-0 5x8 = Scale = 1:84.5 6.00 12 14 15 18 13 -_ 17 5x8 12 78 19 10 5x8 gQ 20 61 9 • 21 8 111124 22 7 23 5 25 7x14 MT18H = 3 4 2 7 7x14 MT18H = - 30 59 58 57 58 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 5x8 I I 5x8 = 5x8 II 6x8 = 6x8 = 27.8 -14 2 -2 -0 39-0 -0 2-2-0 36 -10 -0 Plate Offsets (X,Y): [1:Edoe,0 -2 -31, [9:0- 4- 0,0 -3 -01. 121:0- 4- 0,0 -3 -01. 129:0- 3- 8.Edae1. 131:0- 3- 8,Eddej, 132:0 -2- 12,0 -3 -41. [45:0 -4 -0,0 -3-01. (58:0 -2- 12,0 -3 -41 LOADING (pat) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.00 29-30 n/r 180 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.00 29-30 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.04 44 n/a n/a BCDL 15.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.01 29 -30 n/r 90 Weight: 343 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1 -8 oc purlins, except BOT CHORD 2 x 4 DF No.18Btr G end verticals. WEBS 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -7-4 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 15-45, 14-46, 13-47, 12-48, 16-44, 17-43, ST14: 2 x 4 DF No.1&Btr G 18-42 REACTIONS All bearings 39 -0 -0. (lb) - Max Horz59=- 143(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 59=-4085(LC 18), 58=- 2276(LC 23), 31=- 4070(LC 21), 32=- 2236(LC 24) Max Gray All reactions 250 lb or less at joint(s) 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 59= 4216(LC 23), 58= 2315(LC 12), 31= 4260(LC 16), 32= 2275(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-4459/4308, 2 -3= 3988/3922, 3-4 =- 3689/3610, 4 -5 =- 3363/3337, 5-6 =- 3040/3054, 6-7=-2724/2776, 7 -8 =- 2411/2494, 8 -9= 2122/2226, 9-10=-1800/1931, 10- 60=- 1523/1665, 11 -60 =- 1293/1434, 11 -12= 1232/1384, 12- 13=- 934/1105, 13 -14=- 638/831, 14 -15 =- 343/517, 15 -16 =- 341/514, 16-17=-636/818, 17 -18= 932/1084, 18 -19 =- 1230/1353, 19 -61 =- 1223/1362, 20 -61 =- 1520/1626, 20 -21 =- 1799/1882, 21-22=-2121/2179, 22- 23=- 2410/2447, 23 -24 =- 2711/2729, 24 -25 =- 3009/3007, 25 -26 =- 3316/3296, 26-27=-3641/3563, 27 -28 =- 3945/3880, 28- 29=- 4447/4317, 1-59=-4211/4090, 29- 31=- 4235/4075 BOT CHORD 58- 59=- 505/547, 57 -58 =- 3460/3630, 56-57= 3193/3363, 55 -56 =- 2927/3096, �� �0 PROF F S S 54 -55 =- 2660/2830, 53 -54 =- 2393/2563, 52 -53 =- 2127/2296, 51-52=-1860/2030, Q% 50 -51 =- 1596/1764, 49 -50 =- 1329/1498, 48- 49=- 1062/1231, 47-48=-796/964, ` G, NGINE - � 46 -47 =- 529/698, 45-46=-262/431, 44-45= 262/431, 43 -44 =- 529/698, 42- 43=- 796/964, 44.1 4i 9 41 -42 =- 1062/1231, 40 -41 =- 1329/1498, 39 -40 =- 1596/1764, 38-39=-1860/2029, 37- 38=- 2127/2296, 36 -37 =- 2393/2563, 35-36=-2660/2829, 34-35=-2927/3096, 4 855 PE 33 -34 =- 3193/3363, 32 -33 =- 3460/3629, 31- 32=- 404/404 WEBS 1 -58 =- 4445/4618, 29- 32=- 4412/4605 NOTES 9l OREGON iQ 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever 1 left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 '9'1 Gt Y 12 •0 c„•P Continued on page 2 ✓OSEP • 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 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. • Jn�b Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461784 81301891 A01 GABLE 1 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 14:18:48 2013 Page 2 ID :5sWRT ?xe ?D3lT4hOXzWCVfzHujz -061 ikY4axNAamOv12sQ30BmfHItP8P1 TgS WebyzeH 1 L NOTES 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) • 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. 13) A plate rating reduction of 20% has been applied for the green lumber members. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except (jt =lb) 59 =4085, 58 =2276, 31 =4070, 32 =2236. 15) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 16) This truss has been designed for a total drag load of 200 O. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 39-0-0 for 200.0 plf. 17) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 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 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 CONSULTING; LLC SBCA at www.sbcindustry.com. Jot, Truss Truss Type Qty Ply Puhe Summ Crk. bldg 23 roof 16461785 B1301891 A02 DBL. FINK 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 14:1851 2013 Page 1 ID: Z34pgLyGmWBZ5EGb5g1R2szHujy RhjgMZ6TElY9dUetj_meg09rg17 c }) cgvMPklBHzeH1I - Z� a 14 7 -0 -0 14-0.0 I 19 -6 -0 25-0-0 32 -0 -0 I 35-5-2 I 39-0.0 a 4 4 - 0.0' 7 -0-0 7 -0 -0 5-6-0 5-6-0 7 -0 -0 3-5-2 3 -6-14 -0 -0 Scale = 1:76 5 5x6 = 6.00 12 6 20 21 2x4 11 2x4 11 3x6 5 7 3x6 4 8 19 0 t., 22 r 3x4 % 3x4 3 18 bi 4x8 4x8 J 2 10 1 1 _. __ a [. d i `� ` o - 1 _ . 17 24 16 25 26 27 28 29 30 31 32 15 14 13 . • 12 2x4 II 4x8 = 8x8 = 8x8 = 4x8 = 2x4 I I 27 -8 -14 27 -8 -14 1 7 -0 -0 14-0-0 l 17 -0 -0 1 22 -0 -0 1 25-0-0 I 32 -0 -0 I 39 -0 -0 1 7 -0 -0 7 -0 -0 3 -0 -0 5 -0 -0 3 -0 -0 7 -0 -0 7 -0-0 Plate Offsets (X.Y): 12:0-3-0,0-1-121,110:0-3-0,0-1-121,112:0-2-4,0-1-01, 113:0- 3 -0,0 -1 -121, 114:0- 2- 12,Edge], [15:0- 2- 12,Edge], [16:0-3-0,0-1-121,117:0-2-4,0-1-0] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.37 14 -15 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -1.13 14 -15 >412 180 TCDL 10.0 Rep Stress Incr Yes WB 0.69 Horz(TL) 0.10 12 n/a n/a BCLL 0.0 • Code IBC2006/TPI2002 (Matrix) Weight: 230 lb FT = 10% BCDL 15.0 • LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -5 -10 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G'Except end verticals. B2: 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 9 -14, 3 -15 W6,W2: 2 x 4 DF No.1&Btr G REACTIONS (lb /size) 17= 2212/0 -5 -8 (min. 0 -2 -6), 12= 2212/0 -5-8 (min. 0-2 -6) Max Horz 17= 131(LC 8) Max Uplift17= 380(LC 7), 12=- 380(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 18=- 3167/464, 3 -18 =- 3081/479, 3 -19 =- 2979/410, 4-19 =- 2867/421, 4 -5 =- 2786/433, 5-20 =- 2977/562, 6 -20 =- 2867/571, 6 -21 =- 2867/571, 7-21=-2977/562, 7 -8 =- 2786/433, 8 -22 =- 2867/421, 9-22 =- 2979/410, 9- 23=- 3081/479, 10 -23 =- 3167/464, 2 -17 =- 2117/398 BOT CHORD 16 -25 =- 460/2772, 15 -25 =- 460/2772, 15 -26 =- 141/1974, 26 -27 =- 141/1974, 27- 28=- 141/1974, 28 -29 =- 141/1974, 29 -30 =- 141/1974, 14 -30 =- 141/1974, 14-31=-329/2772, 13-31=-329/2772 WEBS 6-14 =- 295/1432, 7 -14 =- 616/265, 9-14 =- 341/218, 9-13 =- 288/181, 6 -15 =- 295/1432, 5-15 =- 616/265, 3-15 =- 341/218, 3-16 =- 288/181, 2-16=-333/2808, 10 -12 =- 2117/398, 10 -13 =- 333/2808 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 �� E) PROP? 3) Unbalanced snow loads have been considered for this design. F 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs \ C3 NGI NEF /O non - concurrent with other live loads. �� t 9 �'9 5) 115.0Ib AC unit load placed on the bottom chord, 19 -6-0 from left end, supported at two points, 5 -0 -0 apart. 4, 52 PE 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, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 17 =380, 9 OREGON Q 12 =380. (✓ft O\ � 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. lie )' 12 . 2. °N .% `-¢. Continued on page 2 110 SEPIA 0 RENEWAL DATE: 12/31/2013 March 5,2013 4 r ® 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 212J1 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. • • slob Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461785 61301891 A02 DBL. FINK 2 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 Eric Roesler 7250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 14:18:51 2013 Page 2 ID:Z34pgLyGmVVBZ5EGb5g1 R2szHujy- RhjgMZ6TEIY9dUetj _meg09mzgcLkgvMPklBHzeH1I NOTES • 11) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the To Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Fix heels only Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • • • • • • • t 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/TPI 1. DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. .4ob Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 root 16461786 B1301891 A03 DBL. FINK 5 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 14:18:53 2013 Page 1 ID234pgLyGmWBZ5EGb5g1R2szHujy N3rbnF8jmvotsnoFgP0EjFUT2mU9 efiCgjDOG9zeH1G 27-8-14 4 7 -0-0 14-0-0 I 19-6 -0 1 25 -0-0 32 -0 -0 I 35 -5-2 I 39-0 -0 2 - 0-4 7 -0-0 7-0-0 5-6 -0 5-6-0 7 -0-0 3 -5-2 3 -6 -14 -0-0 5x6 = Scale = 1:76.0 6.00 FIT 5 i• 19 20 2x4 I 2x4 II 3x8 ! 4 6 3x8 3 7 18 �+ rt 21 v 3x4 % 3x4 2 5x12 MT18H = 17 22 5x12 MT18H = 1 . 10 r.tirlealll -'1 !F- 16 23 15 24 14 25 26 27 28 29 13 30 12 31 11 24414" 5x6 = 7x14 MT18H = 7x14 MT18H = 5x6 = 28V-1141 I 7 -0 -0 I 14-0 -0 17 -0 -0 22 -0-0 I 25-0 -0 32 -0-0 I 39-0 -0 7 -0 -0 7 -0-0 3-0-0 5 -0-0 3 -0-0 7 -0 -0 7 -0-0 Plate Offsets (X.Y): (1:Edge.0- 2- 31.19:0- 3- 8,Edgel, 111:0- 2- 4.0 -1 -01. M2:0-2-4,0-2-41:113:0-6-12.0-3-01 114:0- 6-12,0 -3-01. 115:0- 2- 4.0 -2- 41.116:0- 2- 4.0 -1 -01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.37 13-14 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -1.13 13-14 >412 180 _ MT18H 220/195 TCDL 10.0 Rep Stress Incr Yes WB 0.69 Horz(TL) 0.10 11 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Weight: 228 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G 'Except' end verticals. B2: 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. WEBS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 8 -13, 2 -14 W6,W2: 2 x 4 DF No.1&Btr G REACTIONS (lb /size) 16= 2130 /Mechanical, 11= 2213/0 -5 -8 (min. 0-2-6) Max Horz 16= 143(LC 8) Max Uplift16= 328(LC 7), 11=-380(LC 8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1 -17 =- 3176/463, 2-17=-3090/479, 2 -18 =- 2984/411, 3-18=-2871/422, 3- 4=- 2791/434, 4-19 =- 2981/562, 5-19 =- 2871/571, 5 -20 =- 2869/571, 6-20=-2977/562, 6-7 =- 2788/433, 7- 21=- 2869/421, 8- 21=- 2981/410, 8 -22 =- 3083/479, 9-22=-3169/464, 1 -16 =- 2035/347 BOT CHORD 15 -24 =- 463/2783, 14 -24 =- 463/2783, 14 -25 =- 141/1976, 25 -26 =- 141/1976, 26 -27 =- 141/1976, 27 -28 =- 141/1976, 28- 29=- 141/1976, 13- 29=- 141/1976, 13-30=-329/2774, 12-30=-329/2774 WEBS 5-13 =- 295/1427, 6-13 =- 611/265, 8 -13 =- 341/218, 8- 12=- 289/181, 5-14 =- 294/1434, 4-14=-613/263, 2-14=-344/222, 2-15=-290/180, 1-15=-367/2819, 9-11=-2118/398, 9 -12 =- 333/2810 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 .��, ED PRUF E S S 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ` CO NGINEF /'o non - concurrent with other live loads. t' 7 5) 115.OIb AC unit load placed on the bottom chord, 19 -6 -0 from left end, supported at two points, 5-0-0 apart. 85 5PE 9r 6) All plates are MT20 plates unless otherwise indicated. 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 j fit between the bottom chord and any other members, with BCDL = 15.Opsf. 9) A plate rating reduction of 20% has been applied for the green lumber members. 9,4 O REGON � Q 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 9 .4 G & V 12 2 � + � -i Contl4frteWn11P ✓OSEPN 04 RENEWAL DATE: 12/31/2013 March 5,2013 1 it 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 El of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not torbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, �l delivery, erection, lateral restraint and diagonal bracing, consult ANSIITPI 1, DSB-89 and BCSI (Building Component Safely Information) available from CONSULT/NG LLC SBCA at www.sbcindustry.com. Jib Truss Truss Type Qty Ply Pulte Summ Crlc bldg 23 roof 16461786 B1301891 A03 DBL. FINK 5 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 14:18:54 2013 Page 2 ID:Z34pgLyGmWBZ5EGb5g1 R2szHujy- rGOz? b9LXDwjUxMS07XTGS0eoAgdY5OM2NzyoczeHl F NOTES 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � 1 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 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 is l 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.sbclndustry.com. JQb Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461787 B1301891 A04 GABLE 1 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 14:18'58 2013 Page 1 ID: 5sWRT? xe? D31T4hOXzWCVfzHujz kleUgzCsbSR9zZgDdycPQIBMInIkUxSxz ?x9xNzeH1B 27-8- V-2-0 1 1 19-6 -0 I 39-0 -0 40-0-0 2 -2 - 0 17 -4 -0 19-6 -0 0- 5x6 = Scale = 1:85 3 8.00 •2 15 18 17 14 18 13 19 5x6 5x5 % �� - 20 11 21 62 10 - 22 g 23 `n 8 24 7 25 - 6 26 7x14 MT18H = 4 5 - - 27 28 7x14 MT16H = 3 I 29 i_ 4 I'. . ill - - - - - 11111 I I to- 30 31 I ----- ----- - - - - - - --. .....------------------ -- -- -- ----- --- ------ - - - - - I'- 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 5x8 II 5x6 = 5x8 II 6x8 = 6x8 = 27 -8 -14 1 2-2-0 1 39 -0 -0 I 2 -2 -0 36 -10-0 Plate Offsets (X,Y): 12:0- 3- 8,Edael, [10:0- 3- 0,0 -3-0], [22:0- 3- 0,0 -3 -0], [30:0- 3- 8,Edge], [32:0- 3- 8,Edue], [33:0 -2- 12,0 -3 -41. [46:0- 3- 0,0 -3-0). [59:0 -2- 12,0 -3 -41 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.53 Vert(LL) 0.00 30-31 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.40 Vert(TL) 0.00 30-31 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress Ina YES WB 0.56 Horz(TL) 0.04 45 n/a n/a BCLL 0.0 Code IBC2006/TPI2002 (Matrix) Wind(LL) 0.01 30-31 n/r 90 Weight: 344 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3-1-4 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -7-4 oc bracing. OTHERS 2 x 4 DF Std G'Except' WEBS 1 Row at midpt 16-46, 15 -47, 14 -48, 13-49, 17-45, 18-44, ST14: 2 x 4 DF No.1 &Btr G 19-43 REACTIONS All bearings 39 -0 -0. (Ib) - Max Horz60=- 131(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34 except 60=-4107(LC 18), 59=- 2259(LC 23), 32=- 4070(LC 21), 33=- 2236(LC 24) Max Gray All reactions 250 lb or less at joint(s) 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34 except 60= 4259(LC 15), 59= 2275(LC 12), 32= 4259(LC 16), 33= 2275(LC 13) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=- 4494/4357, 3- 4=- 3992/3920, 4 -5 =- 3688/3610, 5-6 =- 3363/3337, 6-7 =- 3039/3054, 7- 8=- 2724/2776, 8 -9 =- 2410/2495, 9- 10=- 2120/2226, 10 -11 =- 1800/1931, 11 -61 =- 1521/1665, 12- 61=- 1292/1434, 12 -13 =- 1230/1384, 13-14=-932/1105, 14 -15 =- 636 /831,15 -16 =- 341/518,16 -17= 341/514,17 -18 =- 636/818,18 -19 =- 932/1084, 19- 20=- 1230/1354, 20- 62=- 1252/1399, 21 -62 =- 1521/1626, 21-22=-1798/1882, 22 -23 =- 2120/2179, 23 -24 =- 2410/2447, 24 -25 =- 2710/2729, 25-26=-3009/3007, 26 -27 =- 3316/3297, 27 -28 =- 3641/3563, 28- 29=- 3945/3880, 29-30=-4447/4317, 2- 60=- 4234/4112,30 -32 =- 4234/4075 BOT CHORD 59- 60=- 535/535, 58 -59 =- 3462/3630, 57 -58 =- 3195/3363, 56 -57 =- 2928/3096, E4 PR 55- 56=- 2662/2830, 54-55 =- 2395/2563, 53 -54 =- 2128/2296, 52-53=-1862/2030, , ass 51 -52 =- 1597/1764, 50 -51 =- 1330/1497, 49 -50 =- 1064/1231, 48-49=-797/964, ea"... vaGINEF /� 47 -48 =- 530/697, 46 -47 =- 264/431, 45-46= 264/431, 44-45=-530/697, 43 -44 =- 797/964, � � 9 � 42 -43 =- 1064/1231, 41 -42 =- 1330/1497, 40- 41=- 1597/1764, 39-40=-1862/2029, 38 -39 =- 2128/2296, 37 -38 =- 2395/2563, 36 -37 =- 2662/2829, 35-36=-2928/3096, Q 85525PE r 34 -35 =- 3195/3363, 33- 34=- 3462/3629, 32- 33=- 404/404 WEBS 2 -59 =- 4428/4653, 30- 33=- 4413/4605 NOTES 9 REGON Q 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever dG N N � ,` left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 9 /L t 1 2 2 ° -1. Continued on page 2 4/O SE:FF 1 0 � 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 Et of design parameters and proper incorporation of the component is responsibility of building designer or owner of Inc 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. Joy Truss Truss Type Qty Ply Pune Summ Crk. bldg 23 roof 16461787 B1301891 A04 GABLE 1 1 Job Reference (optional) Pro Clackamas Truss. Clackamas,OR 97015 - 1129, Eric Roesler 7,250 s Aug 25 2011 Mi Tek Industries, Inc. Mon Mar 04 14:18:58 2013 Page 2 ID :5sWRT ?xe ?D3iT4hOXzWCVfzHujz -k1 eUgzCsbSR9zZgDdycPQ IBMInIkUxSxz ?x9xNzeH 1 B NOTES 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 ANSUTPI 1. 3) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) ' 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. 13) A plate rating reduction of 20% has been applied for the green lumber members. 14) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34 except (jt =lb) 60 =4107, 59 =2259, 32 =4070, 33 =2236. 15) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 16) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 39 -0 -0 for 200.0 plf. 17) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � 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 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/rPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. i. Job Truss Truss Type Qty Ply Pulte Summ Crk bldg 23 roof 16461788 B1301891 B01 GABLE 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 14:19.09 2013 Page 1 ID: ODR4x011MMxjp9kkRx8r17zHujs v8oe8jKl? gpbnFOKmml ?Nd8CiD_HZgUZVD5FgEzeH10 1- 0- 12 -0 -0 I p 5-0-0 o-o 4-a0 I 14 -0-0 1-0-0 � 12-0-0 Scale = 1:78.2 808 // 6 00 1 151 16 6b 61 5x6 i 1 1417 _ - 1e 62 77 12 06 - 19 63 20 5x12 MT18H 10105 - - 22 X 21 9 Vim' 8 10 ■Itt, 2365 65 - 610 - 2567 5 27 @ 69 28 70 illi 71 30 r 29 ' - 31 /7. 57 z �, g � q 3 z qp, . d 59 58 73 7z 56 74 5 76 54 7553 7 79 7850 48 ° B2 483 q B4 4 85 4 86 4 97 41 993 39 9038 3 g1 y 3 g3 3 g4 3 @5 v, 97 4x6 - 5x6 5x12 MT18H _ 7x14 MT18H = 3x6 = 27 -8 -14 I 12 -0-0 I 22-0-0 I 36-0 -0 12 -0 -0 10 -0-0 14-0 -0 Plate Offsets (X,Y): 111:0- 3- 0,0 -3 -41 [16:0- 2- 12,Edael, 122:0 -5- 12,0 -3 -41. 130:0- 0- 0,0 -0 -41 [30:0- 6- 9,Edael, [41:0- 6- 0,0 -0-4[ LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) 0.00 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.00 1 n/r 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr Yes WB 0.86 Horz(TL) 0.17 30 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 1 n/r 90 Weight: 286 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G end verticals. WEBS 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 2 -4 -1 oc bracing. OTHERS 2 x 4 DF Std G 'Except' WEBS 1 Row at midpt 15 -46, 14 -47, 17 -44, 18 -43 ST13: 2 x 4 DF No.18Btr G 2 Rows at 1/3 pts 16 -45 WEDGE Right: 2 X 8 SYP No.2 REACTIONS All bearings 36 -0 -0. (lb) - Max Horz59=- 153(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 42, 40, 39, 38, 37, 36, 35, 34, 33 except 30= 3771(LC 23), 59=- 127(LC 23), 45=- 3075(LC 18), 46=- 231(LC 22), 47=- 164(LC 23), 44=- 237(LC 24), 43=- 160(LC 25), 32=-167(LC 24) Max Gray All reactions 250 lb or less at joint(s) except 30= 3888(LC 12), 59= 304(LC 109), 45= 3475(LC 23), 46= 401(LC 15), 47= 317(LC 120), 48= 317(LC 119), 50= 317(LC 118), 51= 317(LC 117), 52= 317(LC 116), 53= 317(LC 115), 54= 317(LC 114), 55= 317(LC 113), 56= 316(LC 112), 57= 319(LC 111), 58= 292(LC 110), 44= 395(LC 17), 43= 317(LC 124), 42= 317(LC 125), 40= 317(LC 126), 39= 317(LC 127), 38= 317(LC 128), 37= 317(LC 129), 36= 317(LC 130), 35= 315(LC 131), 34= 325(LC 132), 33= 281(LC 133), 32= 400(LC 108) ��9, 0 PROFES �C, NGINEF /p ->7 cc g� -.1 9 ",. v 0 - EGON ,,, < 1 + Continued on page 2 ' OSEPH Q RENEWAL DATE: 12/31/2013 March 5,2013 • • A WARNING - Venfy design parameters and mad notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -11') before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability Z12/ 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 CONSULT1NG LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Oty Ply Pulte Summ Crk. bldg 23 roof 16461788 B1301891 B01 GABLE 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 14:19:10 2013 Page 2 ID:ODR4x011 MMxjp9kkRx8r17zHujs- NLMOM3LNm8xSPPbXKUpEvghNRdKWIHkiktroMgzeH 1 ? FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 16 -60 =- 3878/4254, 17 -60 =- 4059/4400, 17 -61 =- 4135/4514, 18 -61 =- 4445/4778, 18 -62 =- 4407/4739, 19 -62 =- 4694/5003, 19 -63 =- 4711/5017, 20 -63 =- 4991/5281, 20 -64 =- 5065/5298, 21 -64= 5280/5561, 21- 22=- 5381/5576, 22- 23=- 5579/5840, 23 -65 =- 5696/5854, 24- 65=- 5877/6118, 24 -66 =- 6012/6132, 25 -66 =- 6175/6396, 25 -67 =- 6327/6411, 26 -67 =- 6479/6675, 26 -68 =- 6643/6689, 27 -68 =- 6794/6953, 27 -69 =- 6950/7083, 28- 69=- 7109/7200, 28 -70 =- 7219/7371, 29 -70 =- 7425/7517, 29- 71=- 7753/7854, 30 -71 =- 8171/8119, 3 -99 =- 321/379, 4 -99 =- 477/556, 4 -100 =- 639/733, 5 -100 =- 777/885, 5- 101 =- 936/1060, 6 -101 =- 1075/1211, 6-102=-1235/1386, 7- 102 =- 1373/1538, 7- 103 =- 1533/1713, 8- 103 =- 1671/1864, 8- 104 =- 1831/2039, 9 -104 =- 1969/2191, 9- 105 =- 2129/2366, 10 -105 =- 2267/2518, 10 -106 =- 2430/2693, 11- 106 =- 2440/2695, 11- 12=- 2566/2844,12- 107 =- 2715/2995,13- 107 =- 2862/3169,13- 108 =- 2929/3223,14- 108 =- 3161/3496, 14 -109= 3370/3724, 15-109=-3507/3876, 15 -110= 3487/3830, 16- 110 =- 3688/4072, 2 -59 =- 292/129 BOT CHORD 58 -72 =- 260/323, 58 -73 =- 389/452, 57-73=-527/590, 57 -74 =- 553/617, 56 -74 =- 793/857, 56 -75 =- 926/990, 55 -75 =- 1060/1123, 55- 76=- 1193/1257, 54-76 =- 1327/1390, 54 -77 =- 1460/1523, 53 -77 =- 1593/1657, 53 -78 =- 1726/1790, 52 -78 =- 1860/1923, 52 -79 =- 1993/2057, 51 -79 =- 2127/2190, 51 -80 =- 2260/2323, 50 -80 =- 2393/2457, 49 -50 =- 2420/2483, 49- 81=- 2526/2590, 48 -81 =- 2660/2723, 48 -82 =- 2793/2857, 47 -82 =- 2927/2990, 47 -83 =- 3060/3123, 46 -83 =- 3193/3257, 46 -84 =- 3326/3390, 45 -84 =- 3460/3523, 45 -85 =- 3593/3657, 44-85=-3726/3790, 44 -86 =- 3860/3923, 43 -86 =- 3993/4057, 43- 87=- 4126/4190, 42 -87 =- 4260/4323, 42 -88 =- 4393/4457, 41-88=-4393/4457, 40 -41 =- 4527/4590, 40 -89 =- 4660/4723, 39- 89=- 4793/4857, 39- 90=- 4926/4990, 38 -90 =- 5060/5123, 38 -91= 5193/5257, 37- 91=- 5327/5390, 37- 92=- 5459/5523, 36- 92=- 5593/5657, 36- 93=- 5726/5787, 35 -93 =- 5860/5923, 35-94=-5887/6057, 34 -94 =- 6127/6190, 34 -95 =- 6260/6217, 33 -95 =- 6367/6457, 33 -96 =- 6526/6590, 32 -96 =- 6660/6722, 32 -97= 6960/7023, 30- 97=- 7258/7323 WEBS 16 -45 =- 3467/3094, 15 -46 =- 361/239, 14 -47 =- 258/172, 4 -57 =- 256/57, 17 -44 =- 355/245, 18 -43 =- 255/168, 27 -34 =- 252/57, 29 -32 =- 303/167 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1 -4 -0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) • 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. 12) A plate rating reduction of 20% has been applied for the green lumber members. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 42, 40, 39, 38, 37, 36, 35, 34, 33 except (jt =lb) 30 =3771, 59 =127, 45 =3075, 46 =231, 47= 164, 44 =237, 43 =160, 32 =167. 14) 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. 15) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36 -0 -0 for 200.0 plf. 17) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t 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 MRek 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 ti 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 ?PI 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 roof 16461789 B1301891 B01 -A GABLE 2 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 14:19:22 2013 Page 1 ID:ODR4x011 MMxjp9kkRx8r17zHujs - 1 e5YtAUvxpSlrFVq 1 ?120MAVxTVD6sQTVkIRm_zeHOp 12414 18-0-0 l 36-0-0 3 -0-9 1 1-0-0 18-0 -0 18-0 -0 '1-0-0 5x6 = Scale = 1:70.9 6.00 12 14 65 15 66 16 i.i 62 126313 3x8 -‹- 17 68 18 69 19 10 1 1li11d I i 1 I k jii ri . ch 2 28 19 4x8 = 77 54 78 53 79 52 80 51 81 50 82 49 83 48 84 47 46 4b5 6 6 47 493 49 46) art 38 I' IV I* gi fifi IF S1 16 100 3x6 = 3x6 = 4x8 = 27 -8-14 I 360-0 I 36-0-0 Plate Offsets (X.Y): 12:Edoe.0 -0-41. [28:0 -0-0.0 -0-41 LOADING (psT) SPACING 2 -0-0 CSI DEFL in (loc) I/defl Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) 0.00 28 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) 0.01 29 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.23 Horz(TL) 0.04 41 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 29 n/r 90 Weight: 262 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-2 -14 oc purlins. BOT CHORD 2 x 4 DF No.188tr G BOT CHORD Rigid ceiling directly applied or 3 -6 -9 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 15-42, 14 -43, 16-41 REACTIONS All bearings 36 -0 -0. (Ib) - Max Horz2=- 120(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 43, 44, 45, 47, 48, 49, 50, 51, 52, 41, 40, 39, 37, 36, 35, 34, 33, 32 except 28=- 1879(LC 25), 2=- 1877(LC 18), 53=-117(LC 79), 54=- 130(LC 23), 31=- 117(LC 102), 30=- 129(LC 24) Max Gray All reactions 250 lb or less at joint(s) except 28= 2067(LC 16), 2= 2067(LC 15), 42= 310(LC 114), 43= 319(LC 113), 44= 317(LC 112), 45= 317(LC 111), 47= 317(LC 110), 48= 317(LC 109), 49= 317(LC 108), 50= 317(LC 107), 51= 314(LC 106), 52= 328(LC 105), 53= 269(LC 104), 54= 435(LC 79), 41= 319(LC 115), 40= 317(LC 116), 39= 317(LC 117), 37= 317(LC 118), 36= 317(LC 119), 35= 317(LC 120), 34= 317(LC 121), 33= 314(LC 122), 32= 328(LC 123), 31= 269(LC 124), 30= 435(LC 102) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -55 =- 4205/4072, 3 -55 =- 3783/3704, 3 -56 =- 3381/3328, 4- 56=- 3230/3182, 4-57 =- 3063/3036, 5 -57 =- 2911/2885, 5-58 =- 2739/2755, 6- 58=- 2587/2522, 6-59 =- 2424/2476, 7 -59 =- 2272/2226, 7-8=-2118/2198, 8 -9 =- 1897/1934, 9 -60 =- 1820/1919, 10 -60 =- 1641/1656, 10 -61 =- 1521/1641, 11 -61 =- 1325/1377, 11-62=-1235/1363, 12 -62 =- 1053/1099, 12 -63 =- 937/1084, 13-63=-694/820, 13 -64 =- 640/809, 14 -64 =- 454/593, 14- 65=- 346/496, 15 -65 =- 136/379, 15-66=-136/375, 16 -66 =- 346/493, 16- 67=- 454/603, 17- 67=- 640/797, 17- 68=- 672/799, 18 -68 =- 937/1062, 18 -69 =- 1053/1068, 19 -69 =- 1235/1332, 19 -70 =- 1285/1338, 20 -70 =- 1521/1602, 20- 71= 1598/1630, .�� EO PROF E „ 21 -71 =- 1820/1872, 21- 22=- 1854/1884, 22- 23=- 2118/2148, 23-72=-2229/2226, 24 -72 =- 2416/2427, 24 -73 =- 2543/2522, 25 -73 =- 2715/2705, 25-74=-2862/2835, `CO t1JGINE /o 26 -74 =- 3013/2993, 26-75=-3180/3138, 27 -75 =- 3332/3285, 27 -76 =- 3733/3661, �('� 9 - 28- 76=- 4155/4029 4 855 • PE r BOT CHORD 2 -77 =- 3570/3753, 54 -77 =- 3258/3325, 54 -78= 2924/3060, 53 -78 =- 2791/2953, 53 -79 =- 2631/2820, 52 -79 =- 2525/2629, 52 -80 =- 2391/2553, 51 -80= 2151/2419, 51 -81 =- 2124/2286, 50 -81 =- 1991/2152, 50- 82=- 1858/2020, 49 -82= 1723/1886, 49 -83 =- 1591/1753,48 -83 =- 1458 / 1619,48 -84 =- 1324/1486,47 -84= 1191/1353, 46 -47 =- 1058/1220, 46 -85 =- 925/1086, 45-85=-925/1086, 45 -86 =- 791/953, 44 -86 =- 658/819, 9 OREGON Q 44 -87 =- 524/686, 43-87=-391/553, 43 -88 =- 258/420, 42 -88 =- 124/286, 42 -89 =- 124/286, t/G y � 41-89=-258/419, =- 9250864 38 92= 3 925/5086 37- 38= 2 4058/1220, 37-93=-1191/1353, 8 7911953, 9 i` �' 12 2� -�+ Continued on pag�2 92 J0sEpN i ft' RENEWAL DATE: 12/31/2013 WEBS 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 Et of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction Is the responsibility of the Installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461789 B1301891 801 -A GABLE 2 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 14:19:23 2013 Page 2 ID:ODR4x011 MMxjp9kkRx8r17zHujs- Vrfw4W VXi7acTO40biYHxajggsrSrJgdjOU _JQzeHOo NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 43, 44, 45, 47, 48, 49, 50, 51, 52, 41, 40, 39, 37, 36, 35, 34, 33, 32 except (it =lb) 28 =1879, 2 =1877, 53 =117, 54 =130, 31 =117, 30 =129. 13) 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. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 36 -0 -0 for 200.0 plf. 16) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 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 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 Dry Ply Pulte Summ Crk. bldg 23 roof • (6461790 61301891 B02 DBL. FINK 7 1 Job Reference (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, tom 7.250 s May 11 2011 MiTek Industries, Inc. Tue Mar 05 15:39:23 2013 Page 1 p� 118-C1 ID: ODR4x01IM Mxjp9kkRx8r17zHujs- zySkBMdZzstDbs ?iE433BZyzw8A998 T7JbuGKzdwlo 1 -0.0 1 6-3-12 [ 1 S&4 ] 1 540 -0.0 2 40 0 4 ao 6-8 4 6 -3-12 7 w 0-0 Scale = 1:61.9 5x6 = 6 6.00 112 2x4 II 30 17 3x8 2x4 II 3x10 4 5 �1e 29 f, 3x4 ! 3x4 - 3 9 • 4 8- 28 18 4x6 3 `` 10 �7�r.� it .i 11 16 19 15 20 14 21 22 23 24 25 13 26 12 27 ° 4x8 = 2x4 11 3x8 = 8x8 = 84 = 2x4 II 6-3-12 I 12 -0-0 I 22 -0-0 43-0 -9 29-8-4 ] 36-0 -0 ] 6-3-12 5-8-4 10-0 -0 -0-0 6-8-4 6-3-12 Plate Offsets (X,Y): [2:0 -2- 8,0-1 -12], [10:0.0.0,0 -04], (13:0- 2- 12,Edge], [14:0- 2- 12,Edge], [15:0-2- 4,0 -1 -81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in pc) I /deft Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -029 13-14 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.90 13 -14 >474 180 TCDL 10.0 Rep Stress !nor Yes WB 0 57 Horz(TL) 0.13 10 n/a via BCLL 0.0 • Code IRC2009/TPI2007 RCT)L 15 0 (Matrix) Weight: 198 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directy applied, except end verticals. BOT CHORD 2 x 4 DF No.1•Btr G'Except' BOT CHORD Rigid ceiling directly applied or 2 -2-0 oc bracing. 13-14: 2 X 6 DF No.2 WEBS 2 x 4 DF Std G'Except' 2 -15,6- 14,6 -13:2 x 4 OF No.18Btr G REACTIONS (lb /size) 10= 2035/0-5 -8 (min. 0 -2 -3), 16= 2041/0 -5-8 (min. 0-2 -3) Max Horz 16=-153(LC 8) Max Uplift 10 360(LC 8), 16=-345(LC 7) FORCES (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 6- 17=- 2834/524, 7 -17 =- 2926/517, 7- 8=- 2781/413, 8 -9 =2937/394, 9-18 =- 3455/510, 10 -18 =- 3586/494, 2- 28=- 2835/402, 3-28=-2758/415, 3-29= 2749/373, 4-29= 2593/390, 4- 5=- 2576/391, 5-30 =- 2754/501, 6-30=-2658/509, 2-16=-1953/362 BOT CHORD 15-20=-367/2479, 14-20=-367/2479, 14- 21=- 106/1874, 21- 22=- 106/1874, 22-23=-106/1874, 23-24=-106/1874, 24-25=-106/1874, 13-25=-106/1874, 13-26=-335/3077, 12-26=-335/3077, 12-27=-335/3077, 10- 27=- 335/3077 WEBS 9-13=-680/275, 9-12= 0/452, 3-15 =- 322/140, 2-15=-282/2519, 5-14=-550/224, 3-14 =- 267/176, 7-13=488/210, 6-14=-255/1225, 6-13=-272/1521 NOTES 1) Wmd: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) 115.01b AC unit load placed on the bottom chord, 18-0 -0 from left end, supported at two points, 5-0-0 apart. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. G � C F - 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, with BCDL = 15.0psf. �. 4 ` D PRO C e7 G G� NE .0 8) A plate rating reduction of 20% has been applied for the green lumber members. ��\ V� F 9 0, , 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 10 and 345 lb uplift at joint 16. 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. Q' 855 PE f 11) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9A d OREGON ,` �Q 9 4," V12 2° .1- H �� " OSEP RENEWAL DATE: 12/31/2013 March 5,2013 I 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. Thls 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 igo 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 roof 16461791 81301891 B02 -A DBL. FINK 7 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 14:19:27 2013 Page 1 ID: ODR4x011MMxjp9kkRx8r17zHujs- NcuRwtY2mM42y00ogYdDSQuHNU711Q g2SCSBzeHOk � 1g ,1_1a 5-8-4 I 1� -0 -0 I 11-4-0 18-0-0 23-0 -0 4-o-q 28-3-13 I 36-0 -0 1- 9 -0-0 5-8-4 5-7-12 0-8-0 6-0-0 5-0-0 h- 0-0 4 -3-13 7 -8-3 -0-0 Scale = 1:66.5 5x6 = 6 6.00 112 32 16 3x8 2x4 II , II 31 7 17 3x6 4 - 8 4+ •� 18 3x4 i 30 3x4 g 3 29 35 19 28 2 10 11 41 � 3x10 = 20 33 21 15 22 34 14 23 24 25 13 26 12 27 3x10 \ d 2x4 I I 808 = 8x8 = 2x4 I I 27 -8-14 27 -8-14 I 5-8-4 I 12 -0-0 13-0 -9 15-6 -0 I 20-6-0 1 23-0-0 4-0-9 28 -3-13 I 36-0-0 I 5-8-4 6-3-12 1 -0-0 2-6-0 5-0-0 2-6-0 -0-0 4 -3-13 7 -8-3 Plate Offsets (X,Y): [2:0- 10 -4,0 -0- 141,19:0 -0-0.0 -0-01, 110:0 -10- 4.0-0 -141. 113:0- 2- 12,Edgel. (14:0- 2- 12,Edgej LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.30 13-14 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.97 13 -14 >439 180 TCDL 10.0 Rep Stress Incr Yes WB 0.65 Horz(TL) 0.17 10 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight: 185 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G'Except' BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. B2: 2 X 6 DF No.2 WEBS 2x4DFStdG REACTIONS (lb /size) 2= 2021/0 -5-8 (min. 0-2-2), 10= 2021/0 -5 -8 (min. 0-2-2) Max Horz2=- 120(LC 8) Max Uplift2=- 355(LC 7), 10=- 355(LC 8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6-16 =- 2911/528, 7 -16= 3007/520, 7- 17=- 2843/418, 8-17=-2859/416, 8 -18 =- 2911/409, 9 -18 =- 3005/400, 9-19 =- 3466/509, 10-19=-3587/494, 2-28=-3587/490, 28 -35 =- 3476/494, 29 -35 =- 3466/494, 3 -29 =- 3410/509, 3-30= 3005/400, 30 -36 =- 2955/404, 4- 36=- 2911/409, 4-31 =- 2859/416, 5-31 =- 2843/418, 5 -32 =- 3007/520, 6-32=-2911/528 BOT CHORD 2- 20=- 460/3083, 20- 33=- 460/3083, 21- 33=- 460/3083, 15- 21=- 460/3083, 15 -22 =- 460/3083, 22 -34 =- 460/3083, 14- 34=- 460/3083, 14- 23=- 125/1950, 23- 24=- 125/1950, 24-25=-125/1950, 13-25=-125/1950, 13-26=-340/3083, 12-26=-340/3083, 12-27=-340/3083, 10-27=-340/3083 WEBS 5-14 =- 507/207, 3-15= 0/426, 3- 14=- 599/252, 9- 12= 0/426, 9- 13=- 599/252, 7 -13 =- 507/207, 6-14 =- 269/1479, 6 -13 =- 269/1479 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 '<(' _O PR * 3) Unbalanced snow loads have been considered for this design. F SS 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs C3 NG%NEE. /0 non - concurrent with other live loads. � '9 � 9 * 5) 115.01b AC unit load placed on the bottom chord, 18 -0-0 from left end, supported at two points, 5-0-0 apart. Q : • 525PE 1 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3 -6 -0 tall by 2 -0 -0 wide will / fd between the bottom chord and any other members, with BCDL = 15.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =1b) 2 =355, !� OREGON ,� � Q 10 =355. 9iy 1 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced G t ' 12 Z� + conthie@d@SR *Wm 1. `1OSEPN 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. 0111') 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. Addrtlonal 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 roof • 16461791 • B1301891 B02 -A DBL FINK 7 1 • 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 14:19:27 2013 Page 2 ID:ODR4xO11 MMxjp9kkRx8r17zHujs- NcuRwtY2mM42y00ogYdDSQuHNU7ln05DeOSCSBzeHOk NOTES • 11) This truss,has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • • • • • • • • • • • • • • • A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -1.1') 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 • 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 roof 16461792 61301891 CO1 GABLE 1 1 i 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 14:19:29 2013 Page 1 .i.2471-14 ID: KbZrM42Hu_ BR3St7ZMAJNYzHujq K? OCLZallzKmBJYAxzfhBrzh8HusFwTV6KxIW4zeHOi I 17 -0-0 34-0 -o 3r5- 0 1 -0 -0 17 -0-0 I 17 -0-0 y- 0' Scale = 1:74.8 4x4 = 13 14 15 6.00 112 16 20 •, 21 22 5 25 26 1 27 ..^ M� 0 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 4x8 = 4x6 I I 5x6 = 8x8 = 27 -8 -14 1 340 -0 1 34-0-0 Plate Offsets (X,Y): [3:0-3-4.0-1-81.127:0-0-0.0-0-41. 140:0 -3-0,0 -3-01. 152:Edc,e.0 -3-41 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.39 Vert(LL) 0.00 2 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) 0.00 2 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.66 Horz(TL) 0.03 40 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 2 n/r 90 Weight: 259 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -15 oc puffins, except BOT CHORD 2 x 4 DF No.18Btr G end verticals. WEBS 2 x 4 DF No.18Btr G `Except` BOT CHORD Rigid ceiling directly applied or 3 -6 -6 oc bracing. W1: 2 x 4 DF Std G WEBS 1 Row at midpt 14 -40, 13 -41, 15-39 OTHERS 2 x 4 DF Std G `Except` ST12,ST1: 2 x 4 DF No.1 &Btr G REACTIONS All bearings 34 -0 -0. (Ib) - Max Horz52= 147(LC 24) Max Uplift All uplift 100 lb or less at joint(s) 41, 42, 43, 44, 45, 46, 47, 48, 49, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 27=- 1892(LC 25), 50=- 154(LC 23), 51=- 2980(LC 23), 29=- 130(LC 24), 52=- 4552(LC 18) Max Gray All reactions 250 lb or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except 27= 2078(LC 12), 51= 2920(LC 12), 29= 355(LC 17), 52= 4665(LC 15) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14 -15 =- 368/519, 15 -16 =- 663/823, 16-17=-959/1089, 17 -18 =- 1257/1359, 18 -19 =- 1545/1629, 19 -20 =- 1843/1903, 20 -21 =- 1878/1918, 21-22=-2141/2182, 22- 23=- 2440/2460, 23 -24 =- 2738/2739, 24 -25 =- 3036/3023, 25-26=-3355/3315, 26- 27=- 4178/4059, 2 -3 =- 284/350, 3-4 =- 3388/3331, 4-5 =- 3013/2998, 5-6 =- 2691/2734, 6-7=-2393/2453, 7 -8 =- 2093/2175, 8- 9=- 1794/1897, 9-10= 1496/1618, 10- 11=- 1209/1340, 11 -12 =- 911/1061, 12 -13 =- 614/786, 13 -14 =- 321/475 BOT CHORD 51 -52 =- 3117/3276, 50 -51 =- 2904/3062, 49 -50 =- 2637/2796, 48-49= 2370/2529, 47- 48=- 2104/2262, 46- 47= 1837/1996, 45- 46=- 1570/1729, 44-45=-1304/1462, 4?, E p PROF F s , 43- 44=- 1037/1196, 42 -43 =- 770/929, 41- 42=- 504/662, 40 -41 =- 237/396, 39 -40= '� 281/440, 38- 39=- 548/707, 37- 38=- 814/973, 36- 37=- 1081/1240, 35- 36=- 1348/1507, �C3 N / 34 -35 =- 1614/1773, 33- 34=- 1881/2040, 32 -33 =- 2148/2307, 31 -32= 2414/2573, `0 '9 � 9 30- 31=- 2654/2840, 29 -30 =- 2948/3080, 27 -29 =- 3575/3773 4 855 PE r WEBS 3-51 =- 2878/2988, 3-52 =- 5781/5546 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL=4.2psf; BCDL= 3.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 9� OREGON ,, � Q 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. 1 47 ° t 12 2P + � l i d cARR,kc eae ; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 "OSEPH O RENEWAL DATE 12/31/2013 March 5,2013 4 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 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 ANSIITPI 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 roof 16461792 81301891 CO1 GABLE 1 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 14:19:29 2013 Page 2 ID: KbZrM42Hu_ BR3St7ZMAJNYzHujq- K? OCLZallzKmBJYAxzfhBrzh8HusFwTV6Kxl W4zeHOi NOTES 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 41, 42, 43, 44, 45, 46, 47, 48, 49, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 except (Jt =lb) 27 =1892, 50 =154, 51 =2980, 29 =130, 52 =4552. 13) 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. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 34 -0 -0 for 200.0 plf. 15) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 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 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 161 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 roof 16461793 B1301891 C01 -A GABLE 1 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 14:19:40 2013 Page 1 ID: KbZrM42Hu BR3St7ZMAJNYzHujq V6AMfKiCiLjC "Ot15nMG79wbfjegK ?X7dX64PxzeHOX 7 1� -�' 6 -3-12 1 12 -0-0 17 -0-0 I 22-0-0 27 -8-4 1 34 -0 -0 15-0 -9 1.0 -0 6-3 -12 5-8-4 5-0-0 5-0-0 5 -8 -4 6 -3-12 1-0 -0 4x4 = Scale = 1:67.1 6.00 12 82 14 83 15 13 _ 12 81 - I 87 19 3x6 77 88 20 _ _ 21 76 6 4� '75 5 90 44 /l � ' = = n e _ 2 70 1 / w�oo����wo�o�����m����m���������o��o�mo�o���m�����m������\ 4x8 = 4x8 = 51 50 52 49 53 48 54 47 55 46 56 45 57 44 436 42 4 5 P60 40 61 39 62 38 63 37 64 36 35 34 67 32 68 31 69 30 70 29 71 28 72 3x6 = 3x6 = 27 -8 -14 I 6 -3 -12 I 12 -0-0 I 22 -0 -0 27-8-4 I 34-0-0 I 6 -3-12 5-8-4 10 -0 -0 5-8-4 6 -3-12 Plate Offsets (X,Y): 12:0- 0- 0,0 -0 -4], [21:0 -0 -0,0 -0-0], [26:0- 0- 0,0 -0 -4] LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) 0.00 26 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.33 Vert(TL) 0.01 27 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.26 Horz(TL) 0.04 38 Na n/a BOLL 0.0 Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 26 n/r 90 Weight: 238 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3-4 -0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 3 -7 -12 oc bracing. OTHERS 2 x 4 DF Std G WEBS 1 Row at midpt 14 -39 REACTIONS All bearings 34 -0 -0. (Ib) - Max Horz2=114(LC 23) Max Uplift All uplift 100 lb or less at joint(s) 40, 41, 42, 44, 45, 46, 47, 48, 38, 37, 36, 34, 33, 32, 31, 30 except 2=- 1770(LC 24), 26= 1781(LC 25), 49=- 147(LC 75), 50=- 138(LC 23), 29=- 147(LC 96), 28=- 138(LC 24) Max Gray All reactions 250 lb or less at joint(s) except 2= 1973(LC 15), 26= 1973(LC 16), 39= 309(LC 107), 40= 319(LC 106), 41= 317(LC 105), 42= 317(LC 104), 44= 317(LC 103), 45= 316(LC 102), 46= 317(LC 101), 47= 314(LC 100), 48= 331(LC 99), 49= 256(LC 98), 50= 471(LC 75), 38= 319(LC 108), 37= 317(LC 109), 36= 317(LC 110), 34= 317(LC 111), 33= 316(LC 112), 32= 317(LC 113), 31= 314(LC 114), 30= 331(LC 115), 29= 256(LC 116), 28= 471(LC 96) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -73 =- 3965/3845, 3- 73=- 3514/3437, 3-74 =- 3062/3031, 4 -74 =- 2911/2885, 4-75 =- 2717/2739, 5 -75 =- 2595/2593, 5-76 =- 2428/2464, 6 -76 =- 2275/2224, 6-7= 2118/2185, 7 -8 =- 1902/1921, 8 -77 =- 1820/1907, 9- 77=- 1646/1643, 9- 78=- 1521/1628, 10- 78=- 1330/1364, 10- 79=- 1234/1350, 11- 79=- 1053/1086, 11 -80 =- 936/1071, 12 -80 =- 699/807, 12 -81 =- 639/796, 13 -81= 454/587, 13- 82=- 346/484, 14- 82=- 135/367, 14 -83 =- 135/363, 15 -83 =- 346/480, 15- 84=- 454/594, 16- 84=- 639/784, 16 -85 =- 677/786, 17 -85 =- 936/1050, 17- 86=- 1053/1056, 18 -86= 1234/1320, 18- 87=- 1290/1332, 19 -87 =- 1521/1589, 19- 88=- 1605/1630, 20- 88=- 1820/1860, 20 -21= 1862/1874, 0 PR 21 -22 =- 2118/2138, 22 -89 =- 2235/2224, 23 -89 =- 2417/2416, 23-90=-2552/2546, 4%S;. Opt 24 -90 =- 2690/2698, 24 -91 =- 2868/2844, 25 -91 =- 3038/2990, 25-92=-3467/3398, �C3 NGINE 26- 92=- 3918/3805 �c, t• 9 .0 BOT CHORD 2 -51 =- 3371/3545, 50 -51 =- 3025/3101, 50-52=-2658/2785, 49 -52 =- 2525/2679, 855 PE r 49-53=-2365/2545, 48 -53 =- 2258/2357, 48 -54= 2125/2279, 47 -54= 1885/2145, 47 -55 =- 1858/2012, 46 -55 =- 1725/1878, 46- 56=- 1591/1745, 45-56= 1457/1612, 45- 57=- 1325/1479, 44-57 =- 1191/1345, 43- 44=- 1058/1212, 43-58=-925/1079, 42 -58= 924/1079, 42 -59 =- 791/945, 41 -59 =- 658/812, 41- 60=- 525/679, 40 -60 =- 391/545, 40- 61=- 258/412, 39 -61 =- 125/279, 39-62=-125/278, 38 -62 =- 258/412, 38- 63=- 391/545, 131_ OREGON �/Q 37- 63=- 525/679, 37 -64 =- 658/812, 36 -64 =- 791/945, 36 -65 =- 924/1079, 35 -65 =- 925/1079, 34 -35 =- 1058/1212, 34-66 =- 1191/1345, 33 -66 =- 1325/1479, 33-67= 1457/1612, 9 i/ 4 Y 12 2 1 el Continued on pag2'267 =- 1591/1745, 32 -68 =- 1725/1878, 31 -68 =- 1858/2012, 31- 69=- 1885/2145, 410SEPti IOV WEBS 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 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. bldg 23 roof 16461793 B1301891 C01 -A GABLE 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 14:19:41 2013 Page 2 ID:KbZrM42Hu BR3St7ZMAJNYzHujq- zlkksgjgTfr3d9SUeUtVgMTmP7 _v3SnGsBnocNzeHOW NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1 -4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 44, 45, 46, 47, 48, 38, 37, 36, 34, 33, 32, 31, 30 except (jt =lb) 2 =1770, 26 =1781, 49 =147, 50 =138, 29 =147, 28 =138. 13) 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. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0 -0 to 34 -0 -0 for 200.0 plf. 16) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNING - Veny design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03 -111 before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of 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 tic SBCA at www.sbclndustry.com. Job Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461794 81301891 CO2 DBL. FINK 3 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 Eric Roesler 7.250 s Aug 25 2011 MiTek Industries. Inc. Mon Mar 04 14:19:42 2013 Page 1 ID: oo7DZ03veHJIgcSJ73hYvmzHujp- RV1630kSEzzwFJ1gCCOkCa ?rRXF# 5rbUUgzeHOV 11 2 1 3-14 6-5-14 I 12 -0-0 I 16-0-0 17 -0-9 22-0-0 I 27-62 34-0-0 -15-9 1 -0-0 6-5-14 5-6-2 4-0-0 1 - 5-0-0 5-6-2 6 -5-14 1 -0-0 Scale = 1:85.3 4x6 = 5 6.00117 2x4 II 31 18 4 17 2x4 I 30 - 6 29 3x8 3x4 i - 3 f +718 3x4 • 8 2B 4x8 19 2 c+ 1 y� d r1 _ 9 - 15 20 14 21 13 22 23 24 25 12 26 11 27 3x10 2x4 I I 3x8 = 8x8 = 8x8 = 254 I I 27 -8 -14 27 -8-14 I 6-5-14 I 12 -0-0 I 14-6-0 I 196 -0 I 22 -0-0 I 27-6 -2 I 34-0-0 I 6-5-14 5-6-2 2-6-0 5-0-0 2-6-0 5-6-2 6-5-14 Plate Offsets (X,Y): 12:0 -2- 12.0 -1 -121. 15:0- 3- 0,0 -1- 41,19:0- 10 -4.0 -0 -141. 112:0- 2- 12.Edoel. 113:0- 2- 12.Edoel. [14:0- 2- 4,0 -1 -8] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.27 12 -13 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.86 12 -13 >471 180 TCDL 10.0 Rep Stress Incr Yes WB 0.47 Horz(TL) 0.11 9 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight: 188 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 2 x 4 DF No.1&Btr G 'Except* end verticals. B2: 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing, Except: WEBS 2 x 4 DF Std G 'Except' 2 -2 -0 oc bracing: 12 -13. W7,W6,W2: 2 x 4 DF No.18Blr G REACTIONS (lb /size) 15= 1935/0 -5-8 (min. 0 -2 -1), 9= 1937/0 -5 -8 (min. 0-2 -1) Max Horz 15= 147(LC 8) Max Uplift15= 325(LC 7), 9=- 340(LC 8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-16=-2859/531, 16- 17=- 2875/522, 6-17=-2974/513, 6-7=-2788/397, 7 -18 =- 2855/387, 8 -18 =- 2939/379, 8 -19 =- 3360/491, 9- 19=- 3462/479, 2 -28= 2671/370, 3-28 =- 2592/383, 3-29 =- 2545/335, 29- 30=- 2450/345, 4-30=-2423/353, 4- 31=- 2528/447, 5-31 =- 2450/453, 2- 15=- 1845/342 BOT CHORD 14 -21 =- 331/2331, 13 -21 =- 331/2331, 13-22=-94/1769, 22 -23 =- 94/1769, 23-24=-94/1769, 24 -25= 94/1769, 12 -25 =- 94/1769, 12-26=-337/2982, 11 -26 =- 337/2982, 11 -27= 337/2982, 9-27 =- 337/2982 WEBS 5-12 =- 295/1525, 6-12 =- 562/253, 8- 12=- 505/222, 8- 11= 0/397, 5-13 =- 211/1186, 4- 13=- 493/191,3 -13 =- 289/190,3 -14 =- 284/161,2 -14= 251/2367 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 '<c• E4 PR op 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �Ca NGINEE /0 non - concurrent with other live loads. �(? R -,� 5) 115.OIb AC unit load placed on the bottom chord, 17 -0-0 from left end, supported at two points, 5-0-0 apart. Q 855 • E 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. . 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 15 =325, r OREGO ',` ( 9 =340. /� Z� , -i 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 91V G £ r 1 Q G ContfiS>1UIRVI / PI 1. JOSEPH O 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 rt of design parameters and proper incorporation of the component Is responsibility of building designer or owner of the trusses and Installer. Lateral restraint gi 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, OSB-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 roof 16461794 B1301891 CO2 DBL. FINK 3 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 Ede Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 14:19:42 2013 Page 2 ID: oo7DZQ3veHJIgcSJ73hYvmzHujp- RVI630kSEzzwFJ1gCCOkCa ?rRXF2orhQ5rbUUgzeHOV NOTES 11) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A WARNING - Verily design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with MiTek connector plates only. This design Is based only upon parameters shown, and Is for an Individual building component. Applicability E of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint 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 roof 16461795 61301891 CO2 -A MOD. QUEEN 3 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 14'19:44 2013 Page 1 ID: KbZrM42Hu_ BR3St7ZMAJNYzHujq OtQtUhlilaDdUdB3KdQCH ?5ELKwS y94bYizeHOT ) 22713 - 6 -3 -12 1 12 -0-0 ■ 17 -0 -0 22 -0-0 27 -8 -4 34 -0-0 2 - b- -0 1 -0 -0 6 -3 -12 5-8 -4 5 -0 -0 5-0-0 5-8 -4 6-3 -12 1 -0 -0 Scale = 1 62.4 4x6 = 6.00 12 6 12 25 26 2x4 II 2x4 II 5 7 3x6 3x8 4 24 278 3x4 ! 0 f> 304 J - 9 23 28 2 10 11 x... 411111111 11 di 3x10 = 16 15 17 14 18 19 20 13 21 12 22 3x10 = 2x4 11 8x8 = 8x8 = 2x4 11 27 -8 -14 27 -8-14 1 6-3-12 1 12.0-0 1 14.6 -0 1 17.0 -0 1 19 -6 -0 1 22 -0-0 1 27 -8 -4 1 34-0-0 I 6 -3 -12 5-8-4 2 -6 -0 2 -6 -0 2 -6-0 2.6-0 5-8 -4 6-3 -12 Plate Offsets (X,Y): [2:0- 10- 4,0- 0 -14], [3:0- 0- 0,0 -0 -0], [6:0- 3- 0,0 -1 -4], [8:0- 0- 0,0- 0- 01,110:0- 10 -4.0- 0-14], [13:0- 2- 12,Edge], [14:0- 2- 12,Edee] LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.28 13 -14 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.90 13 -14 >445 180 TCDL 10.0 Rep Stress Incr Yes WB 0.63 Horz(TL) 0.16 10 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 BCDL 15.0 (Matrix) Weight: 174 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G'Except* BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. B2: 2 X 6 DF No.2 WEBS 2x4DFStdG REACTIONS (lb /size) 2= 1921/0 -5-8 (min. 0-2-1), 10= 1921/0 -5 -8 (min. 0-2-1) Max Horz2= 114(LC 7) Max Uplift2=- 335(LC 7), 10=- 335(LC 8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -23 =- 3441/473, 3 -23 =- 3342/485, 3 -4 =- 2901/365, 4 -24 =- 2814/373, 5 -24 =- 2745/384, 5 -25 =- 2908/496, 6 -25 =- 2812/504, 6 -26 =- 2812/504, 7 -26 =- 2908/496, 7 -27 =- 2745/384, 8- 27=- 2814/373, 8 -9 =- 2901/365, 9 -28 =- 3342/486, 10 -28= 3441/474 BOT CHORD 2 -16 =- 448/2966, 15- 16=- 448/2966, 15 -17 =- 448/2966, 14 -17 =- 448/2966, 14- 18=- 114/1845, 18- 19=- 114/1845, 19 -20 =- 114/1845, 13- 20=- 114/1845, 13 -21 =- 335/2966, 12 -21 =- 335/2966, 12 -22 =- 335/2966, 10 -22 =- 335/2966 WEBS 5- 14=- 528/230, 7 -13 =- 528/229, 9- 13=- 521/232, 3- 15= 0/396, 3-14 =- 521/231, 9-12= 0/396, 6- 14=- 259/1432, 6 -13 =- 259/1432 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs ��P ..D PR OF - ss NG] N4. non - concurrent with other live loads. 5) 115.O1b AC unit load placed on the bottom chord, 17 -0-0 from left end, supported at two points, 5-0 -0 apart. G. /O 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � � 9 ai 9 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 Q 855 • PE fit between the bottom chord and any other members, with BCDL = 15.0psf. 8) A plate rating reduction of 20% has been applied for the green lumber members. - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =335, _ 10 =335. 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ' L OREGON , � Q standard has been 9 PI 1. A- �� Z0 , 1 , 11) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Y Y 1 2 G T ` Cont Brod2ild$ottom Chord, nonconcurrent with any other live loads. JO SEPH O RENEWAL DATE: 12 /31/2013 March 5,2013 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 1 J . 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, bldg 23 roof 16461795 B1301891 CO2 -A MOD. QUEEN 3 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 14.19:44 2013 Page 2 ID: KbZrM42Hu_ BR3St7ZMAJNYzHujq- OtQtUhlilaDdUdB3KdQC H ?5ELKwSGjejY94bYizeHOT NOTES 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard t � A WARNING - Verify design parameters and read notes on this Truss Design Drawing and Included DO 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 ANSITTPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. LJob Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461796 B1301891 CO3 DBL. FINK 6 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 1419'46 2013 Page 1 ,p ID: oo7DZD3veHJIgcSJ73hYvmzHujp KGXdvNnzHBULjxLRR2TgNQAWH8c0 & )2TZidbzeHOR 1 - 2 (� - U - 14 6 -5 -14 1 12 -0-0 I 16-0 -0 17-0-9 22 -0-0 27-6 -2 34-0 -0 1 1-0-0 I 6 -5-14 5-6-2 4-0-0 -0 -0 5-0-0 5-6-2 6 -5-14 Scale = 1:64.7 456 = 5 6.00 112 2x4 11 3° 15 4 16 2x4 II 29 8 28 3x8 3x4 3 4 ,, 17 3x4 • 8 A 456 % 18 2 Ii iiihm... 1 1 gas!. 9 i is 1¢ 14 19 13 20 12 21 22 23 24 25 26 11 10 3510 = o 2x4 II 3x8 = 8x8 = 8x8 = 2x4 II 27 -8-14 27 -8 -14 I 6-5-14 12-0-0 I 14-6-0 I 19-6-0 1 22 -0-0 1 27 -6-2 1 34 -0 -0 I 6-5-14 5-6-2 2-6-0 5 -0-0 2-6-0 5-6 -2 6-5-14 Plate Offsets (X,Y): f2:0-2-12.0-1-121,15:0-3-0,0-1-41, (9:0 -10 -4.0.0 -141, (11:0- 2- 12.Edoel. 112:0- 2- 12,Edoel. (13:0- 2- 4,0 -1 -81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.27 11 -12 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.65 Vert(TL) -0.87 11 -12 >467 180 TCDL 10.0 Rep Stress lncr Yes WB 0.48 Horz(TL) 0.12 9 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Weight: 187 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -2 -0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G *Except* end verticals. B2: 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing, Except: WEBS 2 x 4 DF Std G 'Except' 2 -2 -0 oc bracing: 11 -12. W7,W6,W2: 2 x 4 DF No.1 &Btr G REACTIONS (lb /size) 14= 1943/0 -5-8 (min. 0 -2 -1), 9= 1855 /Mechanical Max Horz 14= 122(LC 8) Max Uplift14= 326(LC 7), 9=- 285(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 5-15 =- 2892/540, 15 -16 =- 2908/530, 6-16=-3006/521, 6-7=-2823/406, 7 -17 =- 2890/396, 8 -17 =- 2974/388, 8 -18 =- 3432/513, 9- 18=- 3534/500, 2-27=-2685/372, 3-27 =- 2606/385, 3 -28 =- 2561/337, 28- 29=- 2466/347, 4-29=-2410/355, 4- 30=- 2544/449, 5 -30 =- 2466/455, 2 -14 =- 1853/343 BOT CHORD 13- 20=- 342/2343, 12 -20 =- 342/2343, 12 -21 =- 106/1784, 21 -22 =- 106/1784, 22 -23 =- 106/1784, 23 -24 =- 106/1784, 11-24=-106/1784, 11-25=-384/3061, 10 -25 =- 384/3061, 10 -26 =- 384/3061, 9-26=-384/3061 WEBS 5-11 =- 302/1552, 6-11 =- 558/251, 8 -11 =- 556/239, 8 -10 =- 3/402, 5 -12 =- 211/1171, 4 -12= 479/191, 3-12 =- 287/190, 3-13 =- 287/160, 2-13=-253/2379 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL=4.2psf; BCDL= 3.0psf; 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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 .� �QE D PROF FS s 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs Co NG%N4 W o non - concurrent with other live loads. � � 9 -i 9 5) 115.01b AC unit load placed on the bottom chord, 17-0-0 from left end, supported at two points, 5-0-0 apart. 85 5PE r 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 9� OREGON ,� � Q 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) G +� -� ,` 14 =326, 9 =285. 9,j, 4 )°12 ZD - Continued on page 2 ✓ OSEPH Q� RENEWAL DATE: 12 / 31 / 2013 March 5,2013 4 A WARNING - Verily 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 Zi 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 Putte Summ Crk. bldg 23 roof 16461796 B1301891 CO3 DBL. FINK 6 1 Job Reference (optional) Pro Clackamas Truss. Clackamas,OR 97015 Eric Roesler 7.250 s Aug 25 2011 MTek Industries, Inc. Mon Mar 04 14:19:46 2013 Page 2 I D: oo7 DZQ3veHJ IgcS J73hYvmzH ujp- KGXdvNnzH B U LjxLRR2Tg N QA W H8cyktV 00TZidbzeH OR NOTES 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) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � 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 MTek 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 thy Ply Pulte Summ Crk. bldg 23 roof 16461797 B1301891 CO3-A MOD. QUEEN 6 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 14:19:48 2013 Page 1 ID: KbZrM42Hu_ BR3St7ZMAJNYzHujq GftNK3oDppk3zEVgZSV8SrFwAxINCN4Td1 $hTzeHOP 17 7,7 14 6-3 -12 I 12 -0-0 I 17 -0 -0 I 22 -0-0 I 27 -8-4 i 34-0 -0 1 -0 -0 6 -3 -12 5-8-4 5 -0 -0 5-0-0 5-8-4 6-3 -12 Scale = 1:81.8 4x6 = 6.00 12 6 24 25 2x4 II 2x4 II 5 7 3x8 3x8 4 23 26 3x4 i lk1 fy 3x4 •• 3 9 22 27 10 2 II) M1 ! M7_ l : �. I4 15 16 17 18 19 20 21 3x10 = 14 13 12 11 3x10 = 2x4 I I 8x8 = 8x8 = 2x4 II 27 -8 -14 27 -8 -14 6-3 -12 12 -0-0 I 14-6 -0 I 17-0-0 I 19 -6 -0 I 22-0-0 I 27 -8-4 34-0 -0 6 -3 -12 5 -8-4 2 -6-0 2-6-0 2-6-0 2 -6 -0 5-8-4 6 -3 -12 Plate Offsets (X.Y): [2:0-10-4,0-0-141 13:0- 0- 0.0 -0-01 [6:0- 3- 0,0 -1-41 [8:0- 0- 0,0 -0 -0], [10:0- 10- 4,0- 0 -14]. [12:0- 2- 12,Edge], 113:0- 2- 12.Edgel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.46 Vert(LL) -0.28 12 -13 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.92 12 -13 >441 180 TCDL 10.0 Rep Stress Incr Yes WB 0.64 Horz(TL) 0.16 10 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Weight: 173 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 2 -10 -4 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G *Except' BOT CHORD Rigid ceiling directly applied or 2 -2 -0 oc bracing. B2: 2 X 6 DF No.2 WEBS 2x REACTIONS (lb /size) 2= 1929/0 -5-8 (min. 0-2-1), 10= 1839 /Mechanical Max Horz2= 123(LC 7) Max Uplift2=- 336(LC 7), 10=- 281(LC 8) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2 -22 =- 3459/476, 3 -22 =- 3360/488, 3 -4 =- 2920/367, 4 -23 =- 2833/376, 5 -23 =- 2763/386, 5 -24 =- 2927/499, 6-24 =- 2831/506, 6 -25 =- 2845/512, 7 -25 =- 2941/504, 7 -26 =- 2779/393, 8 -26 =- 2849/382, 8 -9 =- 2936/374, 9- 27=- 3415/508, 10 -27 =- 3514/496 BOT CHORD 2 -15 =- 460/2982, 14- 15=- 460/2982, 14 -16 =- 460/2982, 13- 16=- 460/2982, 13 -17 =- 126/1862, 17- 18 = -126/ 1862,18 -19 =- 126 / 1862,12 -19= 126/1862,12 -20 =- 383/3046, 11 -20 =- 383 / 3046,11 -21 =- 383/3046,10 -21 =- 383/3046 WEBS 5-13 =- 522/230, 7- 12=- 524/227, 9-12 =- 579 /250, 3-14= 0/396, 3-13 =- 520/231, 9- 11= 0/401, 6 -13 =- 259/1427, 6 -12 =- 266/1457 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs �� �,�o PR non - concurrent with other live loads. 5) 115.OIb AC unit load placed on the bottom chord, 17 -0-0 from left end, supported at two points, 5-0-0 apart. \ CO 01N4 / 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. V 9 - 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will Q 8552 fit between the bottom chord and any other members, with BCDL = 15.Opsf. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =336, 1 o =281 13. REGO % 4 Q 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. 14, G 1 Y 12 2z -4 Continued on page 2 1OSEPH V I RENEWAL DATE 12/31/2013 March 5,2013 t • 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 Zi 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 ANSIrrPI 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 roof 16461797 B1301891 CO3 -A MOD. QUEEN 6 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 14:19:48 2013 Page 2 ID: KbZrM42Hu_ BR3St7ZMAJNYzHujq- GffNK3oDppk3zEVgZSVBSrFwAxINC WSITn2phTzeHOP NOTES 12) This truss has been designed fora moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. - 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 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/rP1 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLc SBCA at www.sbdndustry,com. Job Truss Truss Type Qty Ply Puhe Summ Crk. bldg 23 roof 16461798 B1301891 C04 GABLE 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 14.19:50 2013 Page 1 27 ID: KbZrM42Hu BR3St7ZMAJNYzHujq C1n8IIgTLQ_ nCYeDgtXcXGLHg121gQdbx5XvmMzeHON 17 -0-0 I 34 -0 -0 5-01 17 -0-0 17 -0 -0 1 -0-0 Scale = 1:74.0 4x4 = 13 6.00 Liz 12 14 11 15 10 18 g 17 52 8 18 3x6 7 19 6 .,a 20 5 21 • 4 22 23 5x10 % 3 24 1 2 � fi r !' .. \ 2 d 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 4x8 = 4x6 II 5x6 = 8x8 = 27 -8.14 I 34-0 -0 I 34 -0 -0 Plate Offsets (X,Y): 12:0-3-4,0-1-81,126:0-0-0.0-0-41 (39:0- 3- 0,0 -3 -01, [51:Edge,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 0.39 Vert(LL) -0.00 26 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) 0.01 27 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.66 Horz(TL) 0.03 39 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Wind(LL) 0.00 26 n/r 90 Weight: 258 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 3 -2 -14 oc purlins, except . BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 DF No.1 &Btr G 'Except' BOT CHORD Rigid ceiling directly applied or 3 -6 -6 oc bracing. W1: 2 x 4 DF Std G WEBS 1 Row at midpt 13 -39, 12 -40, 14 -38 OTHERS 2 x 4 DF Std G *Except* 5T12,ST1: 2 x 4 DF No.1 &Btr G REACTIONS All bearings 34 -0 -0. (Ib) - Max Horz51=- 159(LC 25) ' Max Uplift All uplift 100 lb or less at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 38, 37, 36, 35, 34,13, 32, 31, 30, 29 except 26=- 1891(LC 25), 49=- 146(LC 23), 50=- 2998(LC 23), 28=- 130(LC 24), 51=- 4528(LC 18) Max Gray All reactions 250 lb or less at joint(s) 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except 26= 2078(LC 12), 50= 2973(LC 12), 28= 355(LC 17), 51= 4642(LC 23) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 13 -14 =- 367/519, 14 -15 =- 662/822, 15-16=-959/1088, 16 -52 =- 1075/1094, 17- 52=- 1252/1358, 17- 18=- 1546/1628, 18 -19 =- 1844/1901, 19-20=-1879/1916, 20 -21 =- 2142/2180, 21- 22=- 2440/2458, 22 -23 =- 2739/2737, 23 -24= 3037/3022, 24 -25 =- 3355/3315, 25 -26 =- 4179/4059, 1 -2 =- 280/308, 2 -3 =- 3387/3331, 3 -4 =- 3015/2997, 4-5=-2692/2733, 5 -6 =- 2394/2452, 6 -7 =- 2093/2174, 7 -8 =- 1795/1896, 8 -9 =- 1497/1617, 9-10=-1210/1339, 10-11=-912/1060, 11-12=-615/785, 12-13=-321/474 BOT CHORD 50 -51 =- 3117/3277, 49 -50 =- 2903/3063, 48 -49 =- 2637/2797, 47-48=-2370/2530, 46- 47=- 2103/2263, 45 -46 =- 1837/1997, 44 -45 =- 1570/1730, 43-44= 1303/1463, ED PROF 42 -43 =- 1037/1197, 41 -42 =- 770/930, 40- 41=- 503/663, 39 -40 =- 237/397, 38-39=-281/441, , `( ` R E ss 37- 38=- 547/707, 36- 37=- 814/974, 35-36=-1081/1241, 34 -35 =- 1347/1507, G. N GI NE E / 33 -34 =- 1614/1774, 32 -33 =- 1881/2041, 31 -32 =- 2147/2307, 30-31=-2414/2574, �G? 9 t, 9 � 29- 30=- 2654/2841, 28 -29 =- 2947/3081, 26 -28 =- 3573/3774 $rj�j, a PE 7 WEBS 2 -50 =- 2931/3007, 2 -51 =- 5730/5571 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL=4.2psf; BCDL= 3.0psf; 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 13 , 4 OREGON 4 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 ‘-'4 1 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 1 40 V 12 2� 4 (irTt 6O4bSFegege4; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 `'OSEPH 0� 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 MI'Tek 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 72/ 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. Adddlonal 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 Pune Summ CM. bldg 23 roof 16461798 B1301891 C04 GABLE 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 14:1950 2013 Page 2 ID:KbZrM42Hu BR3St7ZMAJNYzHujq- C1n811gTLQ_ nCYeDgtXcXGLHg121gOdbx5XvmMzeHON NOTES 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4 -0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 40, 41, 42, 43, 44, 45, 46, 47, 48, 38, 37, 36, 35, 34, 33, 32, 31, 30, 29 except (jt =lb) 26 =1891, 49 =146, 50 =2998, 28 =130, 51 =4528. 13) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 14) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 34-0 -0 for 200.0 plf. 15) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard • A WARNING - Verily design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet (rev. 03-11) before use. Design valid for use with Wei( 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 Pulls Summ Crk. bldg 23 roof 16461799 B1301891 C04 -A GABLE 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 14.20:01 2013 Page 1 7g ID: KbZrM42Hu _BR3St7ZMAJNYzHujq- 09x13VyNIoMD 1 E_KphEBUaIAMBpRIVBDTIh?fDzeHOC ) T 2 =O-U -14 6-3-12 I 12-0-0 I 17-0-0 I 22-0-0 I 27 -8-0- I 34-0 -0 I 1 -0.0 6 -3-12 5-8-4 5-0-0 5.0-0 5-8-4 6-3-12 4x4 = Scale = 1:66.4 8.00 12 81 14 82 15 12 eu 13 83 . = 16 � 78 11 79 17 3x6 i 77 10 - 18 19 3x6 8 �i 2 .� illi9109 �� 26 (1 4x8 = 4x8 = 50 49 51 48 52 47 53 46 54 45 55 44 56 43 487 411 09 59 39 60 38 61 37 82 36 63 35 34" 33 066 31 67 30 68 29 69 28 70 27 71 3x6 = 3x6 = 27.8 -14 I 6-3-12 1 12-0-0 I 22 -0-0 1 27 -8 -4 I 34-0-0 6-3-12 5-8-4 10-0-0 5-8-4 6 -3-12 Plate Offsets (X.Y): [2:0- 0- 0,0 -0-41 [21:0-0-0,0-0-0],[26:0-0-0.0-0-41 LOADING (psi) SPACING 2 -0-0 CSI DEFL in (loci) I/defl Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.37 Vert(LL) 0.00 1 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.34 Vert(TL) 0.01 1 n/r 180 TCDL 10.0 Rep Stress lncr Yes WB 0.23 Horz(TL) 0.04 38 n/a n/a BCLL 0.0 BCDL 15.0 • Code IRC2009/TPI2007 (Matrix) Wind(LL) -0.00 1 n/r 90 Weight: 236 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 3-3-15 ac puffins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 3 -7 -8 oc bracing. OTHERS 2 X 4 DF No.2 WEBS 1 Row at midpt 14 -38 REACTIONS All bearings 34 -0 -0. (lb) - Max Horz2= 123(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 39, 40, 41, 43, 44, 45, 46, 47, 37, 36, 35, 33, 32, 31, 30, 29 except 2=- 1769(LC 18), 26= 1732(LC 23), 48=-148(LC 75), 49=- 139(LC 23), 28=- 152(LC 96), 27=- 158(LC 24) Max Gray All reactions 250 lb or less at joint(s) except 2= 1972(LC 15), 26= 1889(LC 16), 38= 310(LC 107), 39= 319(LC 106), 40= 317(LC 105), 41= 317(LC 104), 43= 317(LC 103), 44= 316(LC 102), 45= 317(LC 101), 46= 313(LC 100), 47= 331(LC 99), 48= 255(LC 98), 49= 471(LC 75), 37= 319(LC 108), 36= 317(LC 109), 35= 317(LC 110), 33= 317(LC 111), 32= 316(LC 112), 31= 317(LC 113), 30= 313(LC 114), 29= 332(LC 115), 28= 251(LC 116), 27= 479(LC 96) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 72=- 3967/3844, 3 -72 =- 3517/3435, 3 -73 =- 3064/3029, 4 -73 =- 2913/2883, 4- 74=- 2719/2737, 5 -74 =- 2598/2586, 5 -75 =- 2433/2456, 6 -75 =- 2279/2224, 6-7= 2117/2177, 7 -8 =- 1906/1913, 8 -76 =- 1819/1899, 9-76 =- 1650/1635, 9- 77=- 1520/1621, 10 -77 =- 1334/1357, 10 -78 =- 1233/1342, 11 -78 =- 1052/1078, 11-79=-935/1064, 12 -79 =- 703/800, 12 -80 =- 637/788, 13-80=-356/587, 13 -81 =- 344/477, 14 -81 =- 133/359, 14- 82=- 133/356, 15 -82 =- 345/473, 15-83= 328/591, 16- 83=- 638/775, 16- 84=- 681/778, 17 -84 =- 935/1042,17 -85 =- 1052/1048,18 -85= 1233/1312,18 -86 =- 1294/1333, 19- 86=- 1520/1582, 19- 87=- 1607/1631, 20-87 =- 1819/1857, 20-21 =- 1864/1875, i1/40 CD PROF F ` C• � 0 21 -22 =- 2117/2136, 22 -88 =- 2236/2224, 23 -88 =- 2416/2414, 23-89= 2556/2544, 24 -89 =- 2678/2665, 24 -90 =- 2870/2841, 25 -90 =- 3040/2987, 25-91=4506/3402, ` NGINEF / 26 -91 =- 3928/3783 C �' 9 � 9 BOT CHORD 2 -50 =- 3380/3528, 49 -50 =- 3026/3094, 49-51= 2659/2768, 48 -51 =- 2526/2661, 4 855 PE r 48 -52 =- 2366/2528, 47 -52 =- 2259/2351, 47 -53 =- 2126/2261, 46 -53= 1886/2128, Ct. 46-54=-1859/1994, 45-54=-1726/1860, 45-55=-1592/1728, 44-55=-1458/1594, 44 -56 =- 1326/1461, 43 -56 =- 1192/1327, 42 -43 =- 1059/1194, 42 -57= 926/1061, 41 -57 =- 925/1061, 41 -58 =- 792/928, 40-58 =- 659/794, 40-59 =- 526/661, 39- 59=- 392/528, 39 -60 =- 259/394, 38- 60=- 126/261, 38 -61= 126/261, 37 -61 =- 259/394, 37 -62 =- 392/528, 11 1,. OREGON ,� ( 36- 62=- 526/661, 36- 63=- 659/794, 35 -63= 792/928, 35 -64 =- 925/1061, 34- 64=- 926/1061, 33- 34=- 1059/1194, 33- 65=- 1192/1327, 32 -65 =- 1326/1461, 32-66=-1457/1594, 1 4. G t ' 12 '2- , 4 Continued on p =- 1592/1728, 31 -67 =- 1726/1857, 30-67 =- 1859/1994, 30-68 = 1931/2128, "O SEPH Q WEBS RENEWAL DATE: 12/31/2013 March 5,2013 1 it 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 MiTek connector plates only. This design is based only upon parameters shown, and Is for an individual building component. Applicability EjO of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint il l 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 CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461799 B1301891 C04 -A GABLE 1 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 14:20:02 2013 Page 2 ID: KbZrM42Hu _BR3St7ZMAJNYzFlujq- sLVgGrz?V V4eOZWNPIOOogL6b9gUyOMhyRYBfzeHOB NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • 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. 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 39, 40, 41, 43. 44, 45, 46, 47, 37, 36, 35, 33, 32, 31, 30, 29 except (jt =lb) 2 =1769, 26 =1732, 48 =148, 49 =139, 28 =152, 27 =158. 13) 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. 14) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) This truss has been designed for a total drag load of 200 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 34-0-0 for 200.0 plf. 16) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 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 SCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461800 81301891 DO1 GABLE 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 14:20:04 2013 Page 1 'J 9 - ta ID:kAEz BzHujn okdOhX? F2jlouijvVpnu5Dwl00u7yvif9GwfFYzeH09 I -0. ' I 4-4-5 -8-6, 7 -3-10 7.7 -11 12-0-0 1 12 -s-0 I 0-9-0 4-4-5 0-41 2 -7 -4 0-4.1 4 -4 -5 0-9-0 Scale = 1:25.6 4x6 = 2x4 II 4x6 = 6 5 23 I 24 2x4 II 22 r 2 8 2x4 I 8.00 12 4 2x 4 II 21 , 26 9 2x4 II 3 0 N d , 27 A 20 28 19 10 2 Y Y Y Y Y r P1 11 ld 29 18 30 17 31 16 32 15 33 14 34 13 35 12 36 = 3x6 2x4 H I 2x4 I I 2x4 I I 2x4 I I 2x4 I I 2x4 11 2x4 I I 3x6 = 27 -8 -14 I 445 p 8-6 7 -3 -10 7-7-11 12 -0 -0 4-4-5 0. 2 -7 -4 0 -4-1 4 -4-5 1 Plate Offsets (X.Y): 12:0- 3- 9,0 -1- 81,15:0- 3- 0.0 -0- 121.17:0- 3- 0,0 -0- 12],110:0- 3- 9,0 -1 -81 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (Ioc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.09 Vert(LL) 0.00 10 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) 0.00 10 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.05 Horz(TL) 0.00 10 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.00 10 n/r 90 Weight: 58 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins, except BOT CHORD 2 x 4 DF No.18Btr G 2 -0 -0 oc purlins (6 -0-0 max.): 5-7. OTHERS 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing, Except: 10-0-0 oc bracing: 15- 16,14 -15. REACTIONS All bearings 12 -0 -0. (Ib) - Max Horz2 =84(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12 Max Gray All reactions 250 lb or less at joint(s) except 2= 312(LC 26), 10= 312(LC 34), 15= 332(LC 46), 16= 310(LC 45), 17= 304(LC 44), 18= 348(LC 43), 14= 310(LC 47), 13= 304(LC 48), 12= 348(LC 49) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 6-15 =- 286/78, 3-18=-281/81, 9 -12 =- 281/81 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL=4.2psf; BCDL= 3.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) 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1, Lu= 50-0 -0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) Gable requires continuous bottom chord bearing. � ���0 PRO�ES 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C7 NGJNEE / 10) • 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 �CO 9 i 9 fit between the bottom chord and any other members. 85 PE r 11) A plate rating reduction of 20% has been applied for the green lumber members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10, 15, 16, 17, 18, 14, 13, 12. 13) 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. ti. OREGON % � 14) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the 9A G C ZO +� 1 ,` Top Chord and Bottom Chord, nonconcurrent with any other live loads. ' f� r 12 <,. T dos t'Er3h@AIll9q� 2Member end fixity model was used in the analysis and design of this truss. `/OSEPIr1 O RENEWAL DATE: 12/31/2013 March 5,2013 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 MRek 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 ii l iki 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 Puhe Summ Crk. bldg 23 roof 16461800 B1301891 001 GABLE 2 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 14:20:04 2013 Page 2 ID:kAEz 649Ava0wwci UkO_ BzHujnokdQhX? F2jlouijvVpnu5Dw100u7yvif9GwfFYzeH09 NOTES 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and /or bottom chord. LOAD CASE(S) Standard 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 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 CONSULT� °NG LLC SBCA at www.sbeindustry,com. • 1 Job Truss Truss Type Oty Ply Pulte Summ Crk. bldg 23 roof 2 16461801 W B1301891 D02 HOE 2 2 Job Reference (optional) Pro -Build Clackamas Truss, Clackamas,OR 97015 -1129, Enc Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 14.20:07 2013 Page 1 ID: CMoLCR5nxCisX4BuoCFFXOzHujm- CIJZJZI a NI9SUAyLbjrYChcgB97v5rE8JstzeH06 27 -Bi 14 3 -3-15 6 -0 -0 I 8-8 -1 12 -0 -0 114 3-3-15 2 -8-1 2 -8 -1 3 -3 -15 4x6 I I Scale = 1:31.0 3 18 800 12 17 1g 3x6 -....% 16 \ 3x6 4 i # 2 is 20 1 ,, A%5 ii L III�11II I!!!! II1IIII ' 1° 9 8 10 11 7 12 13 6 14 • 7x14 MT18H i HUS26 7x14 MT18H HUS26 3x6 II 8x8 = 3x6 HUS26 27 -8 -14 HUS26 HUS26 27 -8 -14 I 3-3-15 6 -0 -0 I 8-8-1 I 12 -0-0 I 3-3-15 2 -8 -1 2 -8 -1 3 -3-15 Plate Offsets (X,Y): [1:0- 4- 11,Edgel. [2:0- 2- 0,0 -1 -8], [3:0 -2- 12,0 -2 -0], [4:0- 2- 0,0 -1 -81, f5:0- 4- 11,Edoe1. 16:0- 4- 8.0 -1 -81, [7:0-4-0.0-4-81.18:0-4-8.0-1-81 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /def L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.05 7 -8 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.51 Vert(TL) -0.14 7 -8 >972 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.05 5 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight: 130 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 3 -10-9 oc purlins. BOT CHORD 2 X 6 DF 2250F 1.7E BOT CHORD Rigid ceiling directly applied or 9 -5-0 oc bracing. WEBS 2 x 4 DF Std G 'Except' W3: 2 x 4 DF No.1&Btr G WEDGE Left: 2 x 4 DF Std, Right: 2 x 4 DF Std REACTIONS (lb /size) 1= 5327/0 -5 -8 (min. 0 -4 -3), 5= 5327/0 -5 -8 (min. 0-4 -3) Max Horz 1=- 114(LC 18) Max Uplift 1=- 3751(LC 21), 5=-3751(LC 24) Max Grav1= 7840(LC 12), 5= 7840(LC 11) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -15 =- 11846/5845, 2- 15=- 10848/4903, 2-16=-7301/3110, 16 -17 =- 6635/2421, 3 -17 =- 6457/2312, 3 -18 =- 6457/2312, 18 -19 =- 6635/2424, 4-19 =- 7301/3110, 4-20 =- 10848/4903,5 -20 =- 11846/5845 BOT CHORD 1 -9= 4790/9850, 8 -9 =- 3877/8743, 8 -10 =- 2879/7912, 10 -11 =- 2627/7493, 7 -11= 2211/7078, 7- 12=- 2172/7078, 12 -13 =- 2587/7493, 6 -13 =- 2840/7912, 6 -14 =- 3837/8743, 5-14 =- 4750/9850 WEBS 2-8=-700/2790, 3 -7= 1396/5859, 4 -6 =- 701/2790, 2 -7 =- 2488/754, 4-7=-2488/755 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. �ckED PROFec, Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. Lyn 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 ` CO < �NGINELC /Q connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. � � � 9 3) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.Opsf; h =25ft; Cat. II; Exp B; enclosed; MWFRS (low -rise) gable end zone; cantilever Q 8552 left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 4) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 5) Unbalanced snow loads have been considered for this design. 6) All plates are MT2O plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9 REG N Q 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 4/ G C o � 1 � �/ fit the bottom chord and any other members. 1 2 2. i+ (` AiR ®y iploc action of 20% has been applied for the green lumber members. 4/OSEFN Q RENEWAL DATE: 12 / 31 / 2013 March 5,2013 I e A. WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev 03 -11'1 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 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/7P11. DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulls Summ Crk. bldg 23 roof 16461801 B1301891 D02 HOWE 2 n L Job Reference (optional) Pro - Build Clackamas Truss, Clackamas,OR 97015 Eric Roesler 7.250 s Aug 25 2011 MITek Industries, Inc, Mon Mar 04 14:20:07 2013 Page 2 ID: CMoLCR5nxCisX4BuoCFFXOzHujm- CIJZJZ18Le7N19SUAyLbjrYChcgB97v5rE8JstzeH06 NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 1 =3751, 5 =3751. 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) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) This truss has been designed for a total drag load of 625 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 12 -0 -0 for 625.0 plf. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 15) Use Simpson Strong -Tie FIUS26 (14 -10d Girder, 4-10d Truss) or equivalent spaced at 2 -0-0 oc max. starting at 2 -0-0 from the left end to 10 -0 -0 to connect truss(es) CO3 (1 ply 2 x 4 DF) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 1-5=-30, 1- 3 = -70, 3-5=-70 Concentrated Loads (lb) Vert: 7=-1900(F) 9=- 1900(F) 10=- 1900(F) 13=-1900(F) 14=- 1900(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 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 ac SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461802 81301891 E01 GABLE 1 1 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 14:20:08 2013 Page 1 ID: CMoLCR5nxCisX4BuoCFFXOzFlujm- hVtxXv2m6yFDMJOgkfsgG34Sb ?HDujtF4uusPJzeH05 1- x2768 - 5 -5-12 I 10-11-8 1 1 1 -8 -8 0-9-0 5 -5-12 5 -5-12 0 -9-0 4x4 = Scale = 135.2 6 2x4 I I II 2x4 11 6.00 F1 —2x4 II 21 5 7 : I 22 2x4 II 8 4 v 3x4 < V 6 y 3x4 3 tii 2x4 � * 2x4 II 2 10 1 11 - ., z: w w w w w w w i r r r r r r r OKI SO: 11■102 . K■ PIP 1 P2 • • III VIP MI WO 1 1.0.2•x. ∎i•�OOAi AAIOZW��M 20 19 18 17 16 15 14 13 12 27 t4 2x4 I I 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 2x4 II 3x4 = I 10 -11 -8 I 10 -11 -8 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.01 11 n/r 180 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.01 Vert(TL) -0.01 11 n/r 180 TCDL 10.0 Rep Stress Incr Yes WB 0.04 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Wind(LL) 0.00 11 n/r 90 Weight: 71 lb FT = 10% BCDL 10.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 x 4 DF No.1 &Btr G end verticals. WEBS 2 x 4 OF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. OTHERS 2 x 4 DF Std G REACTIONS All bearings 10 -11 -8. (Ib) - Max Horz20= 105(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 19, 15, 14, 13, 20, 12 Max Gray All reactions 250 lb or less at joint(s) 16, 17, 18, 19, 15, 14, 13, 20, 12 FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCOL=4.2psf; BCDL= 3.0psf; 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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 18, 19, 15, 14, 13, 20, 12. E0 PR 10) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced ,`(` 'OA+ standard ANSI/TPI 1. �C3 NGINEF / O 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ,,••.7 t 0 ? � 9 LOAD CASE(S) Standard Q' 8552 r ' Si v ORE:GO , i„11" 9 y Gt 1'122 N k/ " 04 RENEWAL DATE 12/31/2013 March 5,2013 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 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 of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint ik 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 tic SBCA at www.sbcindustry.com. iJob Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461803 B1301891 E02 HOWE 1 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 14:20:10 2013 Page 1 27 - e - 14 ID:CMoLCR5nxCisX48uoCFFXOzHuj 9- lt[ y I 2 -8 -14 I 5-5 -12 I 8-7 -11 I 10 -11 -8 I 2 -8-14 2 -8 -14 3-1 -15 2 -3-13 43/6 I I Scale = 1:37.5 3 8.00 12 ∎ 19 4x10 20 -,-', 4 4x10 2 ' 18 21 2x4 I 2g4 I I 5 I 1 li J ra II UM • ■ s i ¢ PA III iiii 111 11!I-MINIM MI F.3 A 11 12 9 13 8 14 15 7 16 17 prig 10 8x8 = HUS26 3x6 I I HUS26 8x8 = 3x8 1 8x8 = HUS26 HUS26 HUS26 27 -8 -14 27-8-14 I 2 -8-14 5 -5-12 I 8-7 -11 I 10-11 -8 I 2 -8-14 2 -8 -14 3-1 -15 2 -3 -13 Plate Offsets (X,Y): [2:0 -4- 14,0 -1 -8], [4:0 -4- 14,0 -1 -8], 16:Edge,0- 4-121, [7:0.4- 8,0 -1 -81, [8:0- 4 -0,0 -4 -121. [9:0- 4- 8,0 -1 -8], [10:Edoe.0 -4 -121 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) I/deft Ltd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.04 8 -9 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.10 8 -9 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.69 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 • Code IRC2009/TP12007 (Matrix) Weight: 149 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5 -5-15 oc purlins, except BOT CHORD 2 X 6 DF 2250F 1.7E end verticals. WEBS 2 x 4 DF Std G'Except' BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. W5,W2: 2 x 4 DF No.1&Btr G REACTIONS (lb /size) 10= 5451/0 -5-8 (min. 0- 4-10), 6= 6616/0 -5-8 (min. 0-5-4) Max Horz 10= 106(LC 18) Max Uplift10= 4499(LC 21), 6=- 4775(LC 24) Max Grav10= 8684(LC 12), 6= 9848(LC 11) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -18 =- 1101/1101, 2 -18 =- 2169/2218, 2 -19 =- 6674/3180, 3 -19 =- 5819/2367, 3 -20 =- 5818/2367, 4 -20 =- 6673/3180, 4 -21 =- 2168/2218, 5 -21 =- 1101/1101, 1 -10 =- 290/66, 5-6=-291/66 BOT CHORD 10 -11 =- 3850/7288, 11 -12 =- 2733/6171, 9 -12 =- 2733/6171. 9-13= 2023/5653, 8 -13= 1847/5285, 8- 14=- 1843/5397, 14- 15=- 1478/5032, 7 -15 =- 2204/5566, 7 -16= 3112/6666, 16- 17=- 3451/7005, 6- 17=- 3838/7393 WEBS 2 -9= 726/2969, 3-8= 1171/4845, 4-7 =- 779/3198, 2-8=-2136/1414, 4-8 =- 2291/1452, 2- 10=- 10969/5869,4 -6= 11128/5906 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 0-4-0 oc. Webs connected as follows: 2 x 4 - 1 row at 0-9-0 oc. EO PRO 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 IGINE\ connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7 -05; 100mph; TCDL -4 W .2psf; BCDL= 3.0psf; h =25ft; Cat. II; Exp B; enclosed; MFRS (low -rise) gable end zone; cantilever left and right exposed ; Lumber DOL =1.33 plate grip DOL =1.33 $ .2 PE r 4) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0-0 wide will fit between the bottom chord and any other members. O REGON ,` 8) A plate rating reduction of 20% has been applied for the green lumber members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 1 + ' ,OREGON 2 � -} 1 CorBn€. `/OSEPN 0 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 Ejki 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. CONSULTING Job Truss Truss Type Qty Ply Pude Summ Crk. bldg 23 roof 16461803 B1301891 E02 HOWE 2 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 - 1128, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 14:20:10 2013 Page 2 ID :CMoLCR5nxCisX4BuoCFFXOzHujm -dt iya30eZVxcdA3r4uILUAITprkLTBYXCNzTCzeH03 NOTES 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) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 700 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0 -0-0 to 10 -11 -7 for 700.3 plf. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 14) Use Simpson Strong -Tie HUS26 (14 -16d Girder, 4 -16d Truss) or equivalent spaced at 2 -0-0 oc max. starting at 2 -0-0 from the left end to 10 -0 -0 to connect truss(es) A03 (1 ply 2 x 4 DF) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: 6- 10 = -30, 1- 3 = -70, 3 -5 = -70 Concentrated Loads (lb) Vert: 7=- 2200(F) 12=- 2200(F) 13=-2200(F) 14=- 2200(F) 17=- 2200(F) 1 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 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 ANSI/TPI 1, DSB-89 and SCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www. sbcindustry.com. Job Truss Truss Type thy Ply Pulte Summ Crk. bldg 23 roof 16461804 B1301891 F02 MONO TRUSS 10 1 Job Ret24e (optional) Pro-Build Clackamas Truss, Clackamas,OR 97015 -1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries. Inc. Mon Mar 04 1420:11 2013 Page 1 18-5-0 ID: gZMkPn601Wgj9Dm5MvmU497M- 54Y49w4eOtdoDmlFPoPXthizCOGX44Bhms6X ?ezeH02 I -1.0 -0 I 1 -0-0 I 1-0-0 1 -0-0 Scale = 1:7.7 3 6.00 12 5 2 I9 6 FAA �1 �4 I� 1 �- 4 M4. 6 3x4 = LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TOLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) -0.00 2-4 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) -0.00 2 -4 >999 180 TCDL 10.0 Rep Stress Ina Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 15.0 Code IRC20091TPI2007 (Matrix) Weight: 5 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 1 -0 -0 oc puffins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. REACTIONS (lb /size) 2= 161/0 -5 -8 (min. 0 -1 -8), 4 =14 /Mechanical, 3=- 8/0 -1 -8 (min. 0 -1 -8) Max Horz 2 =45(LC 5) Max Uplift2= -85(LC 5), 3=-60(LC 9) Max Grav2= 306(LC 11), 4= 264(LC 14), 3= 248(LC 12) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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 fd 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 at joint(s) 3. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 11) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. ED PROS c, '•' ` 12) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Q F Top Chord and Bottom Chord, nonconcurrent with any other live loads. ` O OAG1 /0 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. ,Ny 9 2 '1' LOAD CASE(S) Standard Q 855 P r 'PA v OREGO ,` 4Q -1 G( '1 '2.t -i 'JOSEPH 0 � RENEWAL DATE 12/31/2013 March 5,2013 I 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 El of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1, DSB-89 and BCSI (Building Component Safety Information) available from CONSULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461805 81301891 L01 GABLE 1 Job Reference (optional) Pro - Build Clackamas Truss, Clackamas,OR 97015 - 1129, Enc Roesler 7250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 14.2012 2013 Page 1 ID gZMkPn6QIWq) 9Dm5MvmU4czHu11 ZGIM., 5G9BIfrwKRzVxmQvF5FdctpVJr _Ws4Y4zeH01 0 9 -0 &1 2 2 -9 -4 55.6 -8 11 6 -3 -8 0 -9 -0 2 -9-4 2 -9 -4 0 -9 -0 Scale = 1 17 5 4x4 = 3 15 16204 II • , 445 Io 1 2x 4 II 6 ,2 2x4 =i 2x4 3x10 = 3x10 = 8-1 -2 8 -1 -2 2 -9 -4 5-6-8 2 -9 -4 2 -9 -4 Plate Offsets (X,Y): [2:0- 10- 3,0 -1 -2], [4:0- 10- 3,0 -1 -21 LOADING (psf). SPACING 2 -0 -0 CSI DEFL in (loc) I /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.01 4 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.15 Vert(TL) -0.02 4 -6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Weight: 24 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 4-5 -7 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5 -8 -1 oc bracing. WEBS 2x4DFStdG OTHERS 2 x 4 DF Std G REACTIONS (lb /size) 2= 323/0 -5 -8 (min. 0- 1 -10), 4= 323/0 -5-8 (min. 0 -1 -10) Max Horz 2 =56(LC 6) Max Uplift2=- 1281(LC 22), 4=-1281(LC 25) Max Grav2= 1508(LC 13), 4= 1508(LC 12) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or'Iess except when shown. TOP CHORD 2- 13=- 2245/2008, 13- 14=- 1046/996, 3 -14 =- 705/555, 3 -15 =- 705/555, 15 -16 =- 1046/995, 4 -16 =- 2245/2007 BOT CHORD 2- 11=- 1429/1592, 6- 11=- 793/956, 6 -12 =- 794/957, 4- 12=- 1429/1592 WEBS 3 -6 =0/337 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non- concurrent with other live loads. s �9 PRQ I Gl N r 6) G able 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. 8 25PE 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) except (jt =Ib) 2 =1281, 4 =1281. i 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. 4, "i41" OREGON ,` �Q 12) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the , ZO O 1 � Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12 !! r• Continued on page 2 JOSEPH Qv RENEWAL DATE: 12/31/2013 March 5,2013 � r A WARNING - Veny 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. Applicabillly 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. bldg 23 roof 16461805 81301891 L01 GABLE 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 14:20:12 2013 Page 2 ID: gZMkPn6Q i Wgj9Dm 5Mvm U4czHujl- ZG6SMG5G9B IfrwKRzVxm QvFSFdctp V Jr_Ws4Y4ze H01 NOTES 13) This truss has been designed for a total drag load of 625 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 5-6-8 for 625.0 plf. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 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 am for compression buckling only, not forbuilding stability bracing. Additional temporary restraint/ diagonal bracing to insure stability during construction is the responsibility of the installer. Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses. For general guidance regarding design responsibilities, fabrication, quality control, storage, delivery, erection, lateral restraint and diagonal bracing, consult ANSI/TPI 1. DSB-89 and BCSI (Building Component Safety Information) available from tL'ONSUL"NG LLC SBCA at www.sbcindustry.com. I Job Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16461806 61301891 L02 GABLE 1 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 14:20:13 2013 Page 1 ID: gZMkPn6QiWgj9Dm5MvmU4czFlujl -1Sga vwUtWr4vdWCS ?z6oG70veYzh - DAbd4XzeHO0 I -0 -0 8 -1 2 2 -9 -4 I 4-11 -8 &� 0-9 -0 2 -9 -4 2 -2 -4 3x6 = Scale = 1:18.5 3 .' 9 8.00 12 4x6 4 B '` 5 2 '1 /= a 1 ,lom 7 3x10 = 6 5x8 I I 8-1 -2 8-1 -2 I 2 -9-4 I 4-11.8 I 2 -9-4 2 - 2 - 4 Plate Offsets (X.Y): 12:0- 10- 3.0 -1 -21. 13:0- 3- 0,Edgel. 15:0- 5- 14,Edoel LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.09 2 -5 >607 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.15 2 -5 >359 180 TCDL 10.0 Rep Stress Ina Yes WB 0.00 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 • Code IRC2009/TPI2007 (Matrix) Weight: 19 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 5 -5-2 oc bracing. SLIDER Right 2 X 6 DF No.2 1 -3 -0 REACTIONS (lb /size) 2= 306/0 -5-8 (min. 0- 1 -11), 5= 228 /Mechanical Max Horz2= 167(LC 20) Max Uplift2=- 1364(LC 22), 5= 1309(LC 25) Max Grav2= 1575(LC 13), 5= 1497(LC 12) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-2295/2164, 3-8 =- 1112/1153, 3- 9=- 559/505, 4-9=-976/899, 4 -5 =- 1693/1572 BOT CHORD 2-7=-1538/1607, 5-7 =- 803/873 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psi or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6 -0 tall by 2 -0 -0 wide will fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. <(' ED Ott PR 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =1364, 5 =1309. �C �tIGIN4- /O 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. tt $ 25PE 17 11) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) This truss has been designed for a total drag load of 625 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 4 -11 -8 for 625.0 plf. 1,1/.. 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. OREGON 404:t LOAD CASE(S) Standard 1 4, (i t V• Pi% -}/ ` PH 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 MTek connector plates only. This design Is based only upon parameters shown, and is for an individual building component. Applicability Ziff 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 forbuliding 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/7P11, 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 roof 16461807 81301891 M01 MONO TRUSS 2 1 Job Reference Pro Clackamas Truss, Clackamas,OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 20 1 Agek Industries, Inc. Mon Mar 04 14:20:13 2013 Page 1 8 ID :gZMkPn6QIWgj9Dm5MvmU4czHujl - J g ?z6oIGOvgYzh_DAbd4XzeHO0 -1 -0 -0 2 -0 -0 1 -0-0 2 -0 -0 Scale = 1:10.5 3 6 600 12 �� 2 5 111F /AMNINE.A 1 7 3x4 = 4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.01 2-4 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 BCDL 15.0 Code IRC20091TPI2007 (Matrix) Weight: 7 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. REACTIONS (lb /size) 2= 190/0 -5-8 (min. 0 -1 -8), 4 =29 /Mechanical, 3= 48/0 -1 -8 (min. 0 -1 -8) Max Horz2 =64(LC 7) Max Uplift2= -75(LC 7), 3=-24(LC 7) Max Grav2= 325(LC 13), 4= 279(LC 16), 3= 264(LC 14) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) 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. � �� ED PRO% 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the N CO NGIN4- / Top Chord and Bottom Chord, nonconcurrent with any other live loads. 44 �? 9 *9 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. Q 855 PE LOAD CASE(S) Standard REGON , i Q 94. 6 0 12 2.6 `�OSEPN �� 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 MTek 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 ULTING LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Putte Summ Crk. bldg 23 roof 16461808 B1301891 MO2 MONO TRUSS 12 1 Job Reference( tional) Pro Clackamas Truss, Clackamas,OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 14'20:14 2013 Page 1 ID:g2MkPn6QiWgj9Dm5MvmU4czHujl V f 9ny7Xho? N4EUg4wzEVKKTOQFvHQx7SgLBczzeHO? -1 -0-0 8 -12 2 -0-0 1 1 -0-0 2-0-0 Scale = 1:10.5 3 6.00 12 7 5 r 2 1, 1 7 3x4 = 4 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-4 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.37 Vert(TL) -0.01 2-4 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight: 7 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 2 -0 -0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 2= 190/0 -5-8 (min. 0 -1 -8), 4 =29 /Mechanical, 3= 48/0 -1 -8 (min. 0 -1 -8) Max Horz 2 =64(LC 7) Max Uplift2= -75(LC 7), 3 =24(LC 7) Max Grav2= 325(LC 13), 4= 279(LC 16), 3= 264(LC 14) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 -0-0 wide will fd between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced E o PRO standard ANSI/TPI 1. , Ft' 13) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the \ C O NGIN / Top Chord and Bottom Chord, nonconcurrent with any other live loads. � (3 t ' 9 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 4 85 5PE LOAD CASE(S) Standard 9S OREGON -9 4. 64 1'12 2 f4 ''OS 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. 03-111 before use. Design valid for use with MiTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of the component is responsibility of 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 ue SBCA at www.sbcindustry.com. Job Truss Truss Type Qty Ply Pulte Summ Crk bldg 23 roof 16461809 61301891 P1 KINGPOST 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 1420:15 2013 Page 1 8 2 ID: 91w6c772TgyanNLHvcHjcpzHujk zrob? 1796S67EiO30edUT2XtakgbpOrhHhU4k8PzeH0_ I - - - I 4 -3 -12 I 8 -5-0 I 0-9-0 4 -3 -12 4-1 -4 4x4 = Scale = 1:25.0 3 11 9 800 12 10 B 4 I 6 7 IMO LSI 5 P 3x4 = 2x4 3x4 = 3x6 II 8-1 -2 8 -1 -2 I 4 -3 -12 I 8-5 -0 I 4 -3-12 4-1 -4 Plate Offsets (X,Y): 14:0 -0- 0.0-0- 111.14:0 -0- 11,0 -4 -61 LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1 /deft Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2 -5 >999 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2 -5 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight: 31 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6-0 -0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0 -0 oc bracing. WEBS 2x4DFStdG WEDGE Right: 2 x 4 DF Std REACTIONS (lb /size) 2= 471/0 -5 -8 (min. 0 -1 -8), 4= 394/0 -5 -8 (min. 0 -1 -8) Max Horz2 =92(LC 6) Max Uplift2=- 125(LC 7), 4= -75(LC 8) Max Grav2= 471(LC 1), 4= 448(LC 16) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2 -8 =- 436/64, 8 -9 =- 395/64, 3-9 =- 383/72, 3-10 =- 396/68, 10 -11 =- 403/61, 4- 11=- 421/61 BOT CHORD 2 -6 =- 12/321, 5 -6 =- 12/321, 5-7 =- 12/321, 4-7=-12/321 WEBS 3 -5 =0/395 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 - 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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 s V PR OF F s fit between the bottom chord and any other members. 7) A plate rating reduction of 20% has been applied for the green lumber members. G. ttGINE / 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt =lb) � 9 � zhis truss 855 PE r 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) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. �� OREGON .% e LOAD CASE(S) Standard th GCV 12 2' `1 OSEPIA RENEWAL DATE: 12/31/2013 March 5,2013 � r WARNING - Veriy design parameters and read notes on this Truss Design and included DrJ Reference Sheet (rev. 03 -11') before use. Design valid for use with MiTek connector plates ony. This design is based ony upon Drawing 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 Pulte Summ Crk. bldg 23 roof 16461810 81301891 P2 KINGPOST 1 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 - 1129, Enc Roesler 7.250 s Aug 25 2011 MiTek Industries, Inc. Mon Mar 04 14 2013 Page 1 8 ID :91w6c772TgyanNLHvcHjcpzHujk - S1 L 98nDPF5KYeCCL _Qv8glgszeH ?z 4-3-12 7 -11 -8 4 -3 -12 3 -7 -12 4x4 = Scale = 1:23.4 2 8 12 4x4 3 4 1 ` 7 • III IIMM 7 8 6 3x4 = 2x4 I I 5 8 -1 -2 4x8 P .1-2 4 -3-12 7 -11 -8 I 4 -3-12 3-7 -12 Plate Offsets (X.Y): 11:0 -0- 7.0-0- 21.14:0- 5- 0A -0 -11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.32 Vert(LL) -0.05 1 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 1 -6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight: 32 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.1&Btr G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2 x 4 DF Std G • SLIDER Right 2 X 6 DF No.2 1 -11 -4 REACTIONS (lb /size) 1= 380/0 -5 -8 (min. 0 -1 -8), 4= 385 /Mechanical Max Horz 1= -84(LC 5) Max Upliftl= -74(LC 7), 4=-70(LC 8) Max Grav1= 440(LC 13), 4= 445(LC 15) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1 -9 =- 390/61, 9 -10 =- 369/61, 2 -10 =- 353/69, 2 -11 =- 379/77, 11 -12 =- 388/71, 3 -12 =- 392/71, 3 -4 =- 412/69 BOT CHORD 1 -7 =- 15/300, 6 -7 =- 15/300, 6 -8 =- 15/300, 4 -8 =- 15/300 WEBS 2 -6 =0/387 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 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. 6) A plate rating reduction of 20% has been applied for the green lumber members. �� EO PRQF ss 7) Refer to girder(s) for truss to truss connections. Q� F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4. � � � NGIN4. / O 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 2 standard ANSUTPI 1. Q $ :2 PE 9r 10) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard OREGON 4/ V4, 4/0'12 'l "OSEP% 0— RENEWAL DATE: 12/31/2013 March 5,2013 � f - y d pa T Design Drawing ded She (rev. 03 -1•) . Design valid WARNING for use with Veri MiTek esign connector rameters plates and on read y. This notes design on this is based russ ony upon parameters and shoincluwn, Dci and is Reference for an individual et building 1 com before ponent. use 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 ac SBCA at www.sbcindustry corn. Job Truss Truss Type thy Ply Pulte Summ Crk. bldg 23 roof 16461811 81301891 P KINGPOST 1 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 14:20:15 2013 Page 1 I D:91w6c772Tgyan N LHvcHjcpzH ujk zrob ?I79S67E iO30ed UT2Xtakgbo0rf H hU4k8Pze HO_ I - 0 - 9 - & i ' 2 4 -3-12 1 8-7-8 i 9-4-8 1 0-9-0 4-3-12 4-3-12 0-9-0 4x4 = Scale = 1:23.4 3 r1 8.00 � 11 10 ,2 ii 9 N A 4 2 II 'iI 5 1 7 8 ► , ►/ 6 ►M 3x8 = 2 I 3x8 = 8 -1 -2 8-1 -2 4 -3-12 I 8 -7 -8 I 4 -3-12 4 -3-12 Plate Offsets (X.Y): 12:0 -8- 3,0-0- 141.[4:0 -8 -3.0.0 -141 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (Ioc) 1 /deft Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2 -6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2009/TP12007 (Matrix) Weight: 32 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins. BOT CHORD 2 x 4 DF No.18Btr G BOT CHORD Rigid ceiling directly applied or 6 -0-0 oc bracing. WEBS 2x4DFStdG REACTIONS (lb /size) 2= 477/0 -5-8 (min. 0 -1 -8), 4= 477/0 -5 -8 (min. 0 -1 -8) Max Horz2 =86(LC 20) Max Uplift2=- 1003(LC 22), 4= 1003(LC 25) Max Grav2= 1354(LC 13), 4 =1354(LC 12) FORCES (lb) - Max. Comp. /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-1955/1540, 9-10 =- 1070/792, 3 -10 =- 848/576, 3 -11 =- 848/575, 11 -12 =- 1070/792, 4-12 =- 1955/1540 BOT CHORD 2 -7= 1106/1395, 6-7 =- 567/905, 6-8=-567/905, 4- 8=- 1106/1395 WEBS 3-6 =0/399 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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. ED PROF S 7) A plate rating reduction of 20% has been applied for the green lumber members. F 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =1003, \ C 3 NGINEf c 1' o 4 =1003. k . 9 29 9) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced Q 85 • E standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the / Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 300 plf. Lumber DOL= (1.33) Plate grip DOL= (1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 8 -7 -8 for 300.0 plf. 9� OREGON , � Q 12) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 9y4/ l' 2 2- -1. �SEPN 0 RENEWAL DATE: 12/31/2013 March 5,2013 ■ 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 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 Putte Summ Crk. bldg 23 roof 16461812 61301891 PGE GABLE 1 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 14:20:17 2013 Page 1 ID: 91w6c772TgyanNLHvcHjcpzHujk wEvLQzP14OyxiCP12Wx7yywDeHGUl8a8oZrCIzeH ?y I .,„„8-1-2 I 4-3-12 8-7-8 9-4-8 0-9 -0 4 -3-12 4-3 -12 0-9-0 Scale: 1/2 " =1 4x4 = 3 2x4 I I /N6s 8.00 12 14 • 13 4 1 2 _ r drill ►; 11 2x4 II 6 2.4 II 12 ►; 3x4 = 2x4 II 3x4 = 8-1 -2 8-1-2 I 4 -3-12 8 -7 -8 I 4 -3-12 4 -3 -12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 Vert(LL) -0.05 2 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.27 Vert(TL) -0.07 2 -6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.16 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight: 37 lb FT = 10% BCDL 15,0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 6 -0-0 oc purlins. BOT CHORD 2 x 4 DF No.1 &Btr G BOT CHORD Rigid ceiling directly applied or 10 -0-0 oc bracing. WEBS 2x4DFStdG OTHERS 2 x 4 DF Std G REACTIONS (Ib /size) 2= 477/0 -5-8 (min. 0 -1 -8), 4= 477/0 -5 -8 (min. 0 -1 -8) Max Horz 2 =86(LC 6) Max Uplift2=- 125(LC 7), 4=- 125(LC 8) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 13=- 448/62, 13 -14 =- 409/62, 3-14 =- 403/70, 3-15 =- 403/70, 15- 16=- 409/62, 4-16 =- 448/62 BOT CHORD 2 -11 =- 4/332, 6 -11 =- 4/332, 6-12 =- 4/332, 4- 12= -4/332 WEBS 3 -6 =0/399 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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 `�Q��D R OFEs s fit between the bottom chord and any other members. Oj NGINEF > 9) A plate rating reduction of 20% has been applied for the green lumber members. �(? 9 - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt =lb) 2 =125, Q $ 2 5 ID 4 =125. 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) This truss has been designed for a moving concentrated load of 250.0Ib live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. ` OREGON 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9-Y A d G X4'12 20 +� "V LOAD CASE(S) Standard `JOSEPH 0 DATE 12/31/2013 March 5,2013 t � 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 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 CONSULflNG LLc SBCA at www.sbcindustry.com. dot) Truss Truss Type Qty Ply Putter Summ CAc. bldg 23 roof 16461813 81301891 X KINGPOST 6 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 14:20:18 2013 Page 1 ID: 91w6c772TgyanNLHvcHjcpzHuj�c 141TjdJA111 WpZrnbJm1AgAV721aTDEwjNSJOkkzeH ?x 8-1-2 2 -10-12 I 5-9-8 6-6-8 2 -10-12 2 -10-12 0-9-0 Scale = 1:18.0 3x8 = 2 8.00 12 .' 7 8 3 $ ► 4 Io ►/ 5 IPA 3x4 = 3x4 = 8-1 -2 8-1 -2 2 -10-12 5-9-8 2 -10-12 2-10-12 Plate Offsets (X,Y): [2:0- 3- 0,Edoel LOADING (psf) SPACING 2 -0 -0 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.14 1 -3 >452 240 MT20 220/195 (Roof Snow 25.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.25 1 -3 >251 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight: 19 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2 x 4 DF No.18Ettr G BOT CHORD Rigid ceiling directly applied or 10-0 -0 oc bracing. REACTIONS (lb /size) 1= 260/0 -5-8 (min. 0 -1 -8), 3= 342/0 -5 -8 (min. 0 -1 -8) Max Horz 1= -65(LC 5) Max Uplift1= -50(LC 7), 3=-100(LC 8) Max Grav1= 382(LC 14), 3= 405(LC 16) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-6=-264/52, 6 -7 =- 251/52, 2 -8 =- 251/65, 3-8=-269/60 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.0psf; 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 2) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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) 1 except (jt =lb) 3 =100. 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. ,`(` OFFS 10) This truss has been designed for a moving concentrated load of 250.011) live located at all mid panels and at all panel points along the \ G� NGINEF Top Chord and Bottom Chord, nonconcurrent with any other live loads. (? 9 11) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 4 Ct $ 2 '9 LOAD CASE(S) Standard OREGON 9 + G4'1220N -' I/O SEPH � RENEWAL DATE: 12/31/2013 March 5,2013 • A WARNING - Venfy design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet (rev. 03-11') before use. Design valid for use with M1Tek 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. fob Truss Truss Type thy Ply Pulte Summ Crk. bldg 23 roof 16461814 61301891 XGE -1 GABLE 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 14:20:19 2013 Page 1 ID:91w6c772TgyanNLHvcHlcpzH " - c15gfAfWKegB ?MntTZPCN2InR ?NyfOsb62yGAzeH?w 8--2 2 -10-12 5-9-8 �!� 6-6-8 2 -10-12 2-10-12 0-9-0 Scale = 1:18.0 4x4 = 2 8.00 12 2x4 11 1 41 h ` 3 a _All=111111111 IIIMMILM 4 1¢ 10 11 ∎4 2x4 II 5 2x4 II 2x4 II 3x4 = 3x4 = 8 -1 -2 8 -1 -2 2-10-12 1 5-9-8 1 2-10-12 2 -10-12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) - 0.01 3-5 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) - 0.02 3-5 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.00 3 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight: 24 lb FT = 10% LUMBER BRACING TOP CHORD 2 x 4 DF No.1&Btr G TOP CHORD Structural wood sheathing directly applied or 5-9 -8 oc puffins. BOT CHORD 2 x 4 DF 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) 1= 260/0 -5-8 (min. 0 -1 -8), 3= 342/0 -5 -8 (min. 0 -1 -8) Max Holz 1= -65(LC 5) Max Uplift1= -50(LC 7), 3=- 100(LC 8) Max Grav1= 382(LC 14), 3= 405(LC 16) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1- 12=- 342/35, 12-13=-330/35, 2-13=-322/41, 2 -14 =430/48, 3- 14=- 348/43 BOT CHORD 1-10=-1/265, 5 -10 =- 1/265, 5-11= 1/265, 3-11= -1/265 WEBS 2 -5 =0/342 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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. PR 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 ,`( OFFS fit between the bottom chord and any other members. G� OG1N4 / 9) A plate rating reduction of 20% has been applied for the green lumber members. � R 'li ,� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt =lb) 4 8552 E 3 =100. 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) This truss has been designed for a moving concentrated load of 250.01b live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9� IpAEGON 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. G � 1' 12 ZO -ck LOAD CASE(S) Standard J OSE P H 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 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. • ,Ipb Truss Truss Type Oty Ply Pulte Summ Crk. bldg 23 roof 16461815 B1301891 XGE GABLE 1 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 - 1129. Eric Roester 7.250 s Aug 25 2011 Mil Industries, Inc. Mon Mar 04 14:20:19 2013 Page 1 ID: dxUUgl7gE74ROXwTTKoy91 zHujj sc155crfAf WKegB ?MntTZPCN2IsR ?Nyf0sb62yGAzeH?w 1 0 9 0 � � 2 2 -10-12 5-9-8 2 6-6-8 0-9-0 2 -10-12 2. 10.12 0-9-0 Scale = 1:18.0 4x4 - 3 A 15 8.00 12 2x4 14 2x4 I 16 13 A 4 2 1 ' ■/ 11 6 12 ,1 2x4 II 2x4 II 2x4 II 3x4 = 3x4 = 8-1 -2 8 -1 -2 1 2 -10 -12 1 5-9-8 2 -10 -12 2-10-12 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) (/deft L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.01 4 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.16 Vert(TL) - 0.02 4-6 >999 180 TCDL 10.0 Rep Stress Incr Yes WB 0.14 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight: 25 lb FT = 10% BCDL 15,0 LUMBER BRACING TOP CHORD 2 x 4 DF No.1 &Btr G TOP CHORD Structural wood sheathing directly applied or 5-9-8 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 OTHERS 2 x 4 DF Std G REACTIONS (lb /size) 2= 335/0 -5-8 (min. 0 -1 -8), 4= 335/0 -5 -8 (min. 0 -1 -8) Max Horz2= -59(LC 5) Max Uplift2= -99(LC 7), 4=-99(LC 8) Max Grav2= 403(LC 14), 4= 403(LC 16) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 13=- 345/35, 13 -14 =- 327/35, 3-14=-322/40, 3-15 =- 322/40, 15 -16 =- 327/35, 4-16=-345/34 BOT CHORD 2 -11= 0/262, 6-11= 0/262, 6- 12= 0/262, 4-12 =0/262 WEBS 3-6 =0/342 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 6) Gable studs spaced at 1-4 -0 oc. v ,EQ PROs 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. UAN 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 Gas NGINEF / o fd between the bottom chord and any other members. ��? t, 9 , , 9 9) A plate rating reduction of 20% has been applied for the green lumber members. 855 PE 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 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) This truss has been designed for a moving concentrated load of 250.OIb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9� OREGON % 13) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. 9,L t' o )' 12 Z $' LOAD CASE(S) Standard tiOSEPH 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 MTek connector plates only. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper Incorporation of the component is responsibility of building designer or owner of the busses and installer. Lateral restraint 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.sbdindustry.com. r J�pb Truss Truss Type Oty Ply Pulte Summ Crk. bldg 23 roof 16461816 B1301891 Z MONO TRUSS 5 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 - 1129, Eric Roesler 7.250 s Aug 25 2011 iT k IDdustries, Inc. Mon Mar 04 14:20:20 2013 Page 1 " 1 ID OXwTTKoy91zHujj - K 7 0IHemWo9x _RA4eIbaS2rOd118a0gmoVpdzeFIN -1 -0 -0 4 -0-0 6-0 -0 1 -0-0 4 -0-0 2 -0-0 4 Scale = 1:22.8 2x4 II 9 6.00 12 3 �( 8 Z I , , 10 hid 11 3x4 - 6 5 2x4 11 LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /deli L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.21 Vert(LL) -0.04 2 -6 >999 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.67 Vert(TL) -0.07 2 -6 >691 180 TCDL 10.0 Rep Stress Incr Yes WB 0.05 Horz(TL) -0.00 4 n/a n/a BCDL 15.0 Code IRC2009/TPI2007 (Matrix) Weight: 21 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 Std G BOT CHORD Rigid ceiling directly applied. WEBS 2x4DFStdG REACTIONS All bearings 0 -5-8 except (jt= length) 4= 0 -1 -8, 5= Mechanical. (Ib) - Max Horz 2= 139(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 4, 2, 5 except 6=- 118(LC 7) Max Gray All reactions 250 lb or less at joint(s) except 4= 255(LC 16), 2= 359(LC 14), 5= 253(LC 20), 6= 443(LC 19) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-321/142 NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. PR OFF 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5 except (jt =lb) �EQ 6 =118. cj tIGINEF 'r /O 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. � � g 9 12) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced 4 8552 E standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.Olb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. GREG • Q' LOAD CASE(S) Standard 9 1. 64 r 2 2- - 4 % `'OSEPH O� RENEWAL DATE 12/31/2013 March 5,2013 • • WAR NING - ey design parameters re not on Tu Drawing Rree Sheet (rev. 3.1') s. Design valid tar IN use with rit M7ek connector ra plates and only. ad This es design this Is based r ss only Design upon parameters included shown, DrJ and is for efe an nc individual build 1 component. beforeu e Applicability Z o I I1N f design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraim 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. YVIWf/i L Jpb Truss Truss Type Qty Ply Pulte Summ Crk. bldg 23 roof 16481817 81301891 ZGE GABLE 1 1 Job Reference (optional) Pro Clackamas Truss, Clackamas,OR 97015 Eric Roesler 7.250 s Aug 25 2011 Mitedcirldustries, Inc. Mon Mar 04 14:20:21 2013 Page 1 &t 2 ID:dxUUq 7gE74ROXwTTKoy91zHujjo? 9stl w2yuNQJWA _ubtHa7czFWgQbg93QX2L3zeH ?u -1 -0-o 4-0-0 1 -0-0 4-0-0 Scale: 3/4 " =1' 3 2x4 11 6.00 12 e 7 z ■ 1 1 r ig s 4 2x4 11 304 = LOADING (psf) SPACING 2 -0-0 CSI DEFL in (loc) I /dell Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.06 2 -4 >727 240 MT20 220/195 (Roof Snow =25.0) Lumber Increase 1.15 BC 0.87 Vert(TL) -0.10 2-4 >467 180 TCDL 10.0 Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2009/TPI2007 (Matrix) Weight: 15 lb FT = 10% BCDL 15.0 LUMBER BRACING TOP CHORD 2 x 4 DF No.18Btr G TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2 x 4 DF Std G BOT CHORD Rigid ceiling directly applied. OTHERS 2 x 4 DF Std G REACTIONS (lb /size) 3= 116/0 -1 -8 (min. 0 -1 -8), 2= 286/0 -5 -8 (min. 0 -1 -8), 4 =56 /Mechanical Max Horz2= 101(LC 7) Max Uplift3= -65(LC 7), 2 =89(LC 7) Max Grav3= 283(LC 14), 2= 371(LC 13), 4= 306(LC 16) FORCES (Ib) - Max. Comp. /Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES 1) Wind: ASCE 7 -05; 100mph; TCDL= 4.2psf; BCDL= 3.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) 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) TCLL: ASCE 7 -05; Pf =25.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct =1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 25.0 psf on overhangs non - concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. E� PR 11) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. Olk �SS 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. \y NEE9 GIN � 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. SO -0' 14) This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced -A 855 E 7 standard ANSI/TPI 1. 15) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) "Fix heels only" Member end fixity model was used in the analysis and design of this truss. % GN LOAD CASE(S) ES) Standard 1, r 12 ZP •� � # " OS p j RENEWAL DATE: 12/31/2013 March 5,2013 • A WARNING - Verify design parameters and read notes on this Truss Design Drawing and included DM Reference Sheet (rev. 03 -11') before use. Design valid for use with MTek 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, CONSULTING 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. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION Failure to Follow Could Cause Property 1 3 Center plate on joint unless x, y offsets are indicated. 6-4-8 dimensions shown in ft -in- sixteenths Damage or Personal Injury r a= Dimensions are in ft -in- sixteenths. I I (Drawings not to scale) 11 Apply plates to both sides of truss 1. Additional stability bracing for truss system, e.g . diagonal orX -brad r ng ys tem, ng, 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 0'14 6 n 1 2 3 bracing should be considered. TOP CHORDS 3. Never exceed the design loading shown and never stack materials on inadequately braced MIEIN trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property F � U = 4 Cut members other all other th a parties. 0 5. Cut memmbers o bear tightly against t each other. p 6. Place pl ates on each face , of buss at each joint and embed fully. Knots and wane at pint O locations are regulated by ANSI/TPI 1. = O Design will bit For 4 x 2 orientation, locate 7. esign assumes trusses w e suitably protected from the environment in accord with plates 0 ne" from Outside U 8. Un lass otherwise noted moisture content of lumber shall not exceed 19% at time of fabrication. edge of truss. 0 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative C7-8 C6-7 C5 -e treated, or green lumber. BOTTOM CHORDS t0. Camber is a non - structural consideration and is the responsibility of truss fabricator. General This symbol indicates the practice is to camber for dead load deflection. required direction of slots in 8 7 6 5 11. Plate type, size, orientation and location dimensions indicated are minimum plating 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 NUMBERS /LETTERS. width measured perpendicular risks. Consult with 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 rot 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 toads 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 ESR -131 1, ESR 1352, ER 5243, 9604B, 22. These trusses are designed using MiTek Sapphire standard analysis methods in accordance �/ out put. Use T- or I- Reinforcement with AI 1 and related proprietary information. P 9730, 95 43, 96 31, 9667 23. It is extremely emely 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. 951 10, 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 spedrically noted. MUST BE BRACED. REFER TO BCSI 25. Graphical representation of lateral restraints (i.e, minim), 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 size, and positioned in such a way as to support the imposed load along the ."--- DESIGNER dearspan of the restraint //\ 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 supporting sdssor type trussesshould be designed insudra 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 truss 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 re lative to these items. 27. The accuracy of the truss design drawing relies upon accu metal plate connector design values a publis by M iTek and accurate design values for solid sawn lumber. Design Industry Standards: val ues (E, Emin, Fb, Fc, Fcp, Ft, and Fv) for solid sawn lumber and approved, grade ANSI /TPI1: National Design Specification for stamped, firgerjointedlumbershallbeasdefinedbythegradestamppriortocrosscutting 9 P 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 ti Guide to Good Practice for Handling, Enterprise Gable to the supporting hip trusses satisfies the restraint/bracngrequirements for the gable Madison, WI 53 719 studs. Refer to the truss design drawing for each individual trus Installing, Restraining & Bracing of Metal CONSULTING LLC 1 t Plate Connected Wood Trusses.