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HomeMy WebLinkAboutGN010.0- Truss Drawings16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. RE: Design Code: IRC2012/TPI2007 Wind Code: ASCE 7-10 Wind Speed: 115 mph Roof Load: 40.0 psf Design Program: MiTek 20/20 8.0 1 of 2 This package includes 117 individual, dated Truss Design Drawings and 0 Additional Drawings. General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Floor Load: N/A psf September 16, 2019 Liu, Xuegang The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Timberland Home Center-Brazil, IN. Truss Design Engineer's Name: Liu, Xuegang My license renewal date for the state of Indiana is July 31, 2020. 19-4653A WF52 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. No. Seal# Truss Name Date 1 I38530426 a1 9/16/2019 2 I38530427 a2 9/16/2019 3 I38530428 a3 9/16/2019 4 I38530429 a4 9/16/2019 5 I38530430 a5 9/16/2019 6 I38530431 a6 9/16/2019 7 I38530432 a7 9/16/2019 8 I38530433 a8 9/16/2019 9 I38530434 a9 9/16/2019 10 I38530435 b1 9/16/2019 11 I38530436 b2 9/16/2019 12 I38530437 b3 9/16/2019 13 I38530438 b4 9/16/2019 14 I38530439 c1 9/16/2019 15 I38530440 c2 9/16/2019 16 I38530441 c3 9/16/2019 17 I38530442 c4 9/16/2019 18 I38530443 c5 9/16/2019 19 I38530444 d1 9/16/2019 20 I38530445 d2 9/16/2019 21 I38530446 e1 9/16/2019 22 I38530447 e2 9/16/2019 23 I38530448 e3 9/16/2019 24 I38530449 f1 9/16/2019 25 I38530450 g01 9/16/2019 26 I38530451 g02 9/16/2019 No. Seal# Truss Name Date 27 I38530452 g03 9/16/2019 28 I38530453 g04 9/16/2019 29 I38530454 g05 9/16/2019 30 I38530455 g06 9/16/2019 31 I38530456 g07 9/16/2019 32 I38530457 g08 9/16/2019 33 I38530458 g09 9/16/2019 34 I38530459 g10 9/16/2019 35 I38530460 g11 9/16/2019 36 I38530461 g12 9/16/2019 37 I38530462 g13 9/16/2019 38 I38530463 h01 9/16/2019 39 I38530464 h02 9/16/2019 40 I38530465 h03 9/16/2019 41 I38530466 h04 9/16/2019 42 I38530467 h05 9/16/2019 43 I38530468 h06 9/16/2019 44 I38530469 h07 9/16/2019 45 I38530470 h08 9/16/2019 46 I38530471 h09 9/16/2019 47 I38530472 h10 9/16/2019 48 I38530473 h11 9/16/2019 49 I38530474 h13 9/16/2019 50 I38530475 h14 9/16/2019 51 I38530476 h15 9/16/2019 52 I38530477 h16 9/16/2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. RE: 19-4653A - WF52 2 of 2 Site Information: Lot/Block: Project Customer: Project Name: Subdivision: Address: State: City, County: No. Seal# Truss Name Date 53 I38530478 h17 9/16/2019 54 I38530479 h18 9/16/2019 55 I38530480 h19 9/16/2019 56 I38530481 h20 9/16/2019 57 I38530482 h21 9/16/2019 58 I38530483 h22 9/16/2019 59 I38530484 h23 9/16/2019 60 I38530485 h24 9/16/2019 61 I38530486 h25 9/16/2019 62 I38530487 j01 9/16/2019 63 I38530488 j02 9/16/2019 64 I38530489 j03 9/16/2019 65 I38530490 j04 9/16/2019 66 I38530491 j05 9/16/2019 67 I38530492 j06 9/16/2019 68 I38530493 j07 9/16/2019 69 I38530494 j08 9/16/2019 70 I38530495 j09 9/16/2019 71 I38530496 j10 9/16/2019 72 I38530497 j11 9/16/2019 73 I38530498 j12 9/16/2019 74 I38530499 j13 9/16/2019 75 I38530500 j14 9/16/2019 76 I38530501 j15 9/16/2019 77 I38530502 k1 9/16/2019 78 I38530503 l1 9/16/2019 79 I38530504 p01 9/16/2019 80 I38530505 p02 9/16/2019 81 I38530506 p03 9/16/2019 82 I38530507 p04 9/16/2019 83 I38530508 p05 9/16/2019 84 I38530509 p06 9/16/2019 85 I38530510 p07 9/16/2019 86 I38530511 p08 9/16/2019 87 I38530512 p09 9/16/2019 88 I38530513 p10 9/16/2019 89 I38530514 p11 9/16/2019 90 I38530515 p12 9/16/2019 91 I38530516 p13 9/16/2019 92 I38530517 p14 9/16/2019 93 I38530518 v01 9/16/2019 94 I38530519 v02 9/16/2019 95 I38530520 v03 9/16/2019 96 I38530521 v04 9/16/2019 No. Seal# Truss Name Date 97 I38530522 v05 9/16/2019 98 I38530523 v06 9/16/2019 99 I38530524 v07 9/16/2019 100 I38530525 v08 9/16/2019 101 I38530526 v09 9/16/2019 102 I38530527 v10 9/16/2019 103 I38530528 v11 9/16/2019 104 I38530529 v12 9/16/2019 105 I38530530 v13 9/16/2019 106 I38530531 v14 9/16/2019 107 I38530532 v15 9/16/2019 108 I38530533 v16 9/16/2019 109 I38530534 v17 9/16/2019 110 I38530535 v18 9/16/2019 111 I38530536 v19 9/16/2019 112 I38530537 v20 9/16/2019 113 I38530538 v21 9/16/2019 114 I38530539 v22 9/16/2019 115 I38530540 v23 9/16/2019 116 I38530541 v24 9/16/2019 117 I38530542 v25 9/16/2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A1 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530426 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:03:30 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-s5pwx97Zx1b?EyCosyVD5Tk1W8w4c9GXzN7e8cydm9B Scale = 1:93.1 12 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 28 29 30 31 32 33 6x12 MT20HS 5x6 5x6 3x6 5x6 3x4 5x6 3x4 3x4 3x6 4x6 6x18 6x10 3x6 3x6 3x6 3x10 3x6 4x6 4x6 6x10 4-11-8 4-11-8 11-3-8 6-4-0 18-7-10 7-4-2 27-8-0 9-0-6 36-8-6 9-0-6 45-10-0 9-1-10 -1-0-0 1-0-0 3-5-4 3-5-4 6-7-1 3-1-12 11-3-8 4-8-7 11-11-1 0-7-9 18-7-10 6-8-9 24-7-14 6-0-4 30-8-2 6-0-4 36-8-6 6-0-4 41-1-7 4-5-1 45-10-0 4-8-9 0-11-06-4-1412-0-04-4-112-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-7,0-1-12], [4:0-9-4,0-2-4], [7:0-3-0,0-2-1], [11:0-4-4,0-2-0], [21:0-3-4,0-3-0], [22:0-2-12,0-2-12], [23:0-2-4,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.55 0.45 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.34 -0.91 0.41 (loc) 17-19 17-19 14 l/defl >999 >602 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 289 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-7: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SP DSS *Except* 5-20: 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-8-0 max.): 4-6, 7-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-4-10 oc bracing: 22-23 9-10-2 oc bracing: 21-22. WEBS 1 Row at midpt 8-19, 8-17, 10-15, 12-14, 3-23 2 Rows at 1/3 pts 6-19 REACTIONS.(lb/size)14=1821/0-3-8, 23=1891/0-3-8 Max Horz 23=228(LC 12) Max Uplift 14=-155(LC 13), 23=-253(LC 12) Max Grav 14=1921(LC 2), 23=1891(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-529/152, 3-4=-3747/693, 4-5=-3778/674, 5-6=-3762/678, 6-7=-2414/467, 7-8=-1758/417, 8-10=-1794/401, 10-11=-1231/314, 11-12=-1667/367, 2-23=-509/169 BOT CHORD 22-23=-679/2821, 21-22=-490/2454, 5-21=-115/382, 17-19=-265/1833, 15-17=-222/1658, 14-15=-138/973 WEBS 3-22=-41/348, 4-22=-272/1068, 4-21=-261/1744, 19-21=-642/3814, 6-21=-293/132, 6-19=-2750/561, 7-19=-169/1157, 8-19=-301/161, 8-17=-327/113, 10-17=-58/578, 10-15=-988/223, 11-15=-137/775, 12-15=-107/538, 12-14=-1896/277, 3-23=-3312/548 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-3-13, Interior(1) 3-3-13 to 6-7-1, Exterior(2) 6-7-1 to 11-5-4, Interior(1) 11-5-4 to 18-7-10, Exterior(2) 18-7-10 to 23-2-10, Interior(1) 23-2-10 to 36-8-6, Exterior(2) 36-8-6 to 41-2-5, Interior(1) 41-2-5 to 45-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) The Fabrication Tolerance at joint 4 = 0% 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 = 10.0psf. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14 and 23. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A2 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530427 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:37:42 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-vX3TaM3NFtrgmctAvkpafOhBODDyDRJ5x__YUGyd4at Scale = 1:93.2 12 3 4 5 6 7 8 9 10 11 12 13 23 22 21 20 19 18 17 16 15 14 24 25 26 27 28 29 30 31 32 5x5 5x5 5x5 5x7 3x4 5x7 8x9 3x4 3x5 4x7 3x5 4x5 5x8 4x10 5x12 3x5 5x14 3x5 8x10 M18SHS 3x8 M18SHS 4x8 4-11-8 4-11-8 11-3-8 6-4-0 20-0-3 8-8-11 28-8-13 8-8-10 37-5-8 8-8-11 45-10-0 8-4-8 -1-0-0 1-0-0 4-7-11 4-7-11 8-11-14 4-4-3 11-3-8 2-3-10 14-3-14 3-0-6 18-7-10 4-3-12 23-8-3 5-0-10 28-8-13 5-0-10 36-8-6 7-11-9 37-5-8 0-9-2 41-6-0 4-0-8 45-10-0 4-4-0 0-11-08-4-1412-0-02-4-112-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-6-8,Edge], [2:0-1-12,0-1-7], [3:0-4-14,0-1-8], [4:0-2-8,0-2-4], [7:0-2-12,0-2-8], [9:0-6-4,0-3-0], [10:0-5-12,Edge], [11:0-2-4,0-2-0], [15:0-2-8,0-3-4], [17:0-1-12,0-1-12], [19:0-5-4,0-2-4], [21:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.63 0.94 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.89 0.41 (loc) 17-19 17-19 14 l/defl >999 >617 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 294 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-10 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-15 max.): 4-6, 7-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-21, 6-19, 8-19, 8-17, 9-17, 12-14, 9-15, 9-11, 3-23 REACTIONS.(lb/size)14=1821/0-3-8, 23=1891/0-3-8 Max Horz 23=228(LC 12) Max Uplift 14=-156(LC 13), 23=-253(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-647/205, 3-24=-515/217, 3-4=-2632/481, 4-5=-2531/493, 5-25=-2519/493, 6-25=-2520/493, 6-7=-2218/465, 7-26=-1745/418, 8-26=-1744/418, 8-9=-1693/408, 9-27=-572/187, 10-27=-572/187, 10-11=-591/196, 11-28=-1858/395, 12-28=-1872/372, 2-23=-592/213 BOT CHORD 22-23=-693/3100, 21-22=-667/3025, 19-29=-264/1770, 18-29=-264/1770, 18-30=-264/1770, 17-30=-264/1770, 11-15=-112/717, 15-31=-184/1211, 31-32=-184/1211, 14-32=-184/1211 WEBS 3-22=-234/1315, 3-21=-1117/357, 4-21=-249/1495, 19-21=-429/2623, 6-21=-270/108, 6-19=-1722/392, 7-19=-197/1077, 12-15=-86/336, 12-14=-1942/307, 15-17=-243/1715, 9-15=-582/151, 9-11=-852/228, 3-23=-3452/525 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-7-0, Interior(1) 3-7-0 to 8-11-14, Exterior(2) 8-11-14 to 13-6-14, Interior(1) 13-6-14 to 18-7-10, Exterior(2) 18-7-10 to 23-2-10, Interior(1) 23-2-10 to 36-7-12, Exterior(2) 36-7-12 to 41-2-12, Interior(1) 41-2-12 to 45-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be User Defined crushing capacity of 425 psi. 8) Bearing at joint(s) 23 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 23 and 14. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection.September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A3 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530428 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:39:28 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-owTYqbLsIRCeUuzX7?iRyl4IbyOU3NHiJTg9D7yd4ZD Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 24 23 22 21 20 19 18 17 16 15 25 26 27 28 29 30 31 32 33 34 4x6 5x5 5x5 3x6 5x5 3x4 5x8 6x9 5x8 M18SHS 3x4 5x9 WB 3x5 4x5 5x8 5x10 5x14 3x5 4x8 4x8 3x5 3x8 M18SHS 7x10 M18SHS 4-11-8 4-11-8 11-3-8 6-4-0 18-7-10 7-4-2 28-0-9 9-4-15 37-5-8 9-4-15 45-10-0 8-4-8 -1-0-0 1-0-0 4-11-8 4-11-8 11-4-10 6-5-2 16-8-10 5-4-0 18-7-10 1-10-15 24-7-14 6-0-4 30-8-2 6-0-4 36-8-6 6-0-4 37-5-8 0-9-2 41-6-0 4-0-8 45-10-0 4-4-0 0-11-010-4-1412-0-02-4-112-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-12,Edge], [2:0-1-7,0-1-12], [3:0-4-12,0-2-0], [4:0-2-1,Edge], [5:0-6-0,0-1-12], [7:0-2-8,0-2-4], [12:0-2-4,0-2-0], [16:0-2-8,0-3-4], [18:0-2-2,0-2-0], [20:0-6-12,0-2-8], [22:0-3-4,0-3-0], [23:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.64 0.95 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.44 -1.00 0.38 (loc) 18-20 18-20 15 l/defl >999 >549 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 291 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x4 SPF No.2 *Except* 17-19: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-6 max.): 5-6, 7-11. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-22, 6-20, 8-20, 8-18, 13-15, 3-24, 10-16 REACTIONS.(lb/size)15=1821/0-3-8, 24=1891/0-3-8 Max Horz 24=228(LC 12) Max Uplift 15=-160(LC 8), 24=-253(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=-651/199, 3-25=-480/214, 3-4=-2621/452, 4-26=-2613/462, 5-26=-2504/486, 5-27=-1922/420, 6-27=-1921/420, 6-7=-2269/516, 7-28=-1727/415, 8-28=-1726/415, 8-9=-1684/399, 9-10=-1684/399, 10-29=-372/122, 11-29=-372/122, 11-12=-397/130, 12-30=-1858/391, 13-30=-1872/368, 2-24=-588/212 BOT CHORD 23-24=-708/3194, 22-23=-636/2864, 5-22=-188/1226, 20-31=-265/1771, 19-31=-265/1771, 19-32=-265/1771, 18-32=-265/1771, 12-16=-123/744, 16-33=-183/1211, 33-34=-183/1211, 15-34=-183/1211 WEBS 3-23=-237/1337, 3-22=-1036/374, 20-22=-294/2052, 6-22=-284/170, 6-20=-1492/380, 7-20=-242/1168, 8-20=-269/135, 8-18=-337/117, 10-18=-27/255, 13-16=-84/334, 13-15=-1942/310, 3-24=-3535/524, 16-18=-234/1666, 10-16=-605/168, 10-12=-1031/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-7-0, Interior(1) 3-7-0 to 11-4-10, Exterior(2) 11-4-10 to 15-11-10, Interior(1) 15-11-10 to 18-7-10, Exterior(2) 18-7-10 to 23-2-10, Interior(1) 23-2-10 to 36-7-12, Exterior(2) 36-7-12 to 41-2-12, Interior(1) 41-2-12 to 45-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be User Defined crushing capacity of 425 psi. 8) Bearing at joint(s) 24 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 160 lb uplift at joint 15 and 253 lb uplift at joint 24. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A3 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530428 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:39:28 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-owTYqbLsIRCeUuzX7?iRyl4IbyOU3NHiJTg9D7yd4ZD NOTES- 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A4 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530429 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:40:26 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-64_T?R2EdFWPRpPhWAl2I_TBZKB0ebcEfVjEFmyd4YJ Scale = 1:89.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 17 16 19 18 15 26 27 28 29 30 31 32 33 34 35 36 37 38 39 3x6 6x7 3x8 5x5 3x4 6x10 3x6 2x4 4x5 5x9 5x6 3x5 3x5 3x5 3x5 5x8 3x5 3x5 3x8 M18SHS 10x10 4x5 4x5 7x8 4x5 4-11-8 4-11-8 13-3-10 8-4-1 18-7-10 5-4-0 23-1-13 4-6-3 31-3-13 8-2-1 37-5-8 6-1-11 45-10-0 8-4-8 -1-0-0 1-0-0 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 18-7-10 5-4-0 23-1-13 4-6-3 27-8-0 4-6-3 31-3-13 3-7-13 37-5-8 6-1-11 41-6-0 4-0-8 45-10-0 4-4-0 0-11-012-0-02-4-112-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-3-3,Edge], [2:0-3-7,0-1-0], [3:0-1-4,0-2-0], [5:0-1-4,0-1-8], [6:0-3-8,0-1-8], [10:0-4-0,0-2-0], [12:0-2-4,0-2-0], [16:0-3-0,0-3-0], [18:0-2-4,0-2-0], [20:0-4-0 ,0-3-4], [24:0-5-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.72 0.95 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.88 0.43 (loc) 23-24 23-24 15 l/defl >999 >617 n/a L/d 240 180 n/a PLATES MT20 M18SHS Weight: 287 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 22-24: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 *Except* 2-25: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-21, 8-20, 8-17, 13-15, 3-25, 10-16 REACTIONS.(lb/size)15=1817/0-3-8, 25=1893/0-3-8 Max Horz 25=228(LC 12) Max Uplift 15=-167(LC 8), 25=-208(LC 12) Max Grav 15=1961(LC 2), 25=1955(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-26=-751/242, 3-26=-640/254, 3-4=-3937/708, 4-27=-3882/717, 5-27=-3834/720, 5-6=-2575/471, 6-28=-2248/446, 7-28=-2247/446, 7-8=-2387/459, 8-9=-2077/418, 9-10=-2077/418, 11-12=-272/89, 12-30=-2024/387, 13-30=-2036/364, 2-25=-679/243 BOT CHORD 24-25=-619/3295, 24-31=-411/2248, 31-32=-411/2248, 23-32=-411/2247, 22-23=-326/1928, 22-33=-326/1928, 21-33=-326/1928, 21-34=-372/2248, 20-34=-372/2248, 20-35=-375/2387, 17-35=-375/2387, 17-36=-287/2079, 16-36=-287/2079, 12-16=-129/902, 16-38=-179/1306, 38-39=-179/1306, 15-39=-179/1306 WEBS 3-24=-53/365, 5-24=-402/1463, 5-23=-659/261, 6-23=-165/847, 6-21=-225/744, 7-21=-565/214, 7-20=-126/381, 8-17=-511/128, 13-16=-91/385, 13-15=-2074/299, 3-25=-3611/413, 10-12=-1297/321, 10-17=-55/719, 10-16=-1163/255 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-7-0, Interior(1) 3-7-0 to 13-3-10, Exterior(2) 13-3-10 to 17-10-10, Interior(1) 17-10-10 to 36-7-12, Exterior(2) 36-7-12 to 41-2-12, Interior(1) 41-2-12 to 45-8-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be User Defined crushing capacity of 425 psi. 8) Bearing at joint(s) 25 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15. This connection is for uplift only and does not consider lateral forces. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 25. This connection is for uplift only and does not consider lateral forces.Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A4 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530429 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:40:26 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-64_T?R2EdFWPRpPhWAl2I_TBZKB0ebcEfVjEFmyd4YJ NOTES- 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A5 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530430 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:41:15 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-AVR?HBez5JhSpLf6uz7XnJ?Wj4vqdoHSwd5KTQyd4XY Scale = 1:86.1 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3x6 5x6 3x6 6x6 3x6 6x10 4x6 5x6 3x6 4x9 3x6 3x6 3x6 4x6 3x6 4x6 4x6 10x10 3x6 4-11-8 4-11-8 13-3-10 8-4-1 21-4-5 8-0-11 29-5-1 8-0-12 37-5-12 8-0-11 45-10-0 8-4-4 -1-0-0 1-0-0 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 21-1-3 7-9-10 28-10-13 7-9-10 36-8-6 7-9-10 41-1-7 4-5-1 45-10-0 4-8-9 0-11-012-0-02-4-112-0-010-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-8,0-6-13], [2:0-3-9,0-0-0], [3:0-1-4,0-2-4], [5:0-2-4,0-1-8], [6:0-3-0,0-2-1], [10:0-4-0,0-1-12], [20:0-5-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.95 1.00 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.90 0.42 (loc) 19-20 19-20 13 l/defl >999 >606 n/a L/d 240 180 n/a PLATES MT20 Weight: 245 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 8-10: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 12-13,2-21: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-19, 7-17, 9-16, 10-14, 11-13, 3-21 REACTIONS.(lb/size)13=1814/0-3-8, 21=1890/0-3-8 Max Horz 21=229(LC 12) Max Uplift 13=-168(LC 8), 21=-208(LC 12) Max Grav 13=1921(LC 2), 21=1905(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-733/242, 3-22=-624/254, 3-4=-3834/727, 4-23=-3801/734, 5-23=-3792/746, 5-6=-2487/486, 6-24=-1876/415, 7-24=-1875/415, 7-8=-2297/470, 8-9=-2297/470, 9-25=-2130/443, 10-25=-2130/443, 10-11=-1985/403, 2-21=-666/243 BOT CHORD 20-21=-620/3205, 20-27=-410/2175, 27-28=-410/2175, 19-28=-410/2175, 19-29=-383/2294, 18-29=-383/2294, 17-18=-383/2294, 17-30=-332/2163, 30-31=-332/2163, 16-31=-332/2163, 15-16=-170/1462, 15-32=-170/1462, 32-33=-170/1462, 14-33=-170/1462, 14-34=-182/1303, 34-35=-182/1303, 13-35=-182/1303 WEBS 3-20=-51/345, 5-20=-404/1442, 5-19=-642/260, 6-19=-202/1270, 7-19=-751/229, 9-17=-79/259, 9-16=-706/247, 10-16=-248/1150, 11-14=-102/376, 11-13=-2057/293, 3-21=-3512/446 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-7-0, Interior(1) 3-7-0 to 13-3-10, Exterior(2) 13-3-10 to 19-9-6, Interior(1) 19-9-6 to 36-8-6, Exterior(2) 36-8-6 to 43-2-3, Interior(1) 43-2-3 to 45-7-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 21 and 13. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection.September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A6 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530431 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:41:48 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-irxTCT2gJSrmHPgRKODGdGt9KOAVsiPJWFaZ8?yd4X1 Scale = 1:86.4 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 25 26 27 28 29 30 31 32 33 34 35 3x6 5x6 3x6 6x6 3x6 6x10 4x6 5x6 3x6 4x9 3x6 3x6 3x6 4x6 3x6 4x6 10x10 4x6 3x6 4-11-8 4-11-8 13-3-10 8-4-1 21-4-13 8-1-3 29-6-1 8-1-4 37-7-4 8-1-3 46-0-0 8-4-12 -1-0-0 1-0-0 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 21-1-3 7-9-10 28-10-13 7-9-10 36-8-6 7-9-10 41-2-7 4-6-1 46-0-0 4-9-9 0-11-012-0-02-3-02-0-010-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-8,0-6-13], [2:0-3-9,0-0-0], [3:0-1-4,0-2-4], [5:0-2-4,0-1-8], [6:0-3-0,0-2-1], [10:0-4-0,0-1-12], [20:0-5-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.95 1.00 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.90 0.43 (loc) 19-20 19-20 13 l/defl >999 >607 n/a L/d 240 180 n/a PLATES MT20 Weight: 245 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 8-10: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-21,12-13: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-19, 7-17, 9-16, 10-14, 3-21, 11-13 REACTIONS.(lb/size)13=1821/0-5-8, 21=1896/0-3-8 Max Horz 21=226(LC 12) Max Uplift 13=-167(LC 8), 21=-208(LC 12) Max Grav 13=1927(LC 2), 21=1912(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-735/242, 3-22=-626/254, 3-4=-3851/727, 4-23=-3818/734, 5-23=-3810/746, 5-6=-2500/488, 6-24=-1886/416, 7-24=-1885/416, 7-8=-2314/472, 8-9=-2314/472, 9-25=-2146/446, 10-25=-2146/446, 10-11=-2024/409, 2-21=-667/243 BOT CHORD 20-21=-621/3219, 20-27=-411/2187, 27-28=-411/2186, 19-28=-411/2186, 19-29=-384/2310, 18-29=-384/2310, 17-18=-384/2310, 17-30=-333/2183, 30-31=-333/2183, 16-31=-333/2183, 15-16=-171/1487, 15-32=-171/1487, 32-33=-171/1487, 14-33=-171/1487, 14-34=-187/1346, 34-35=-187/1346, 13-35=-187/1346 WEBS 3-20=-51/347, 5-20=-403/1446, 5-19=-644/260, 6-19=-203/1279, 7-19=-759/230, 9-17=-78/253, 9-16=-703/246, 10-16=-246/1144, 11-14=-100/351, 3-21=-3528/446, 11-13=-2079/295 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-7-3, Interior(1) 3-7-3 to 13-3-10, Exterior(2) 13-3-10 to 19-9-11, Interior(1) 19-9-11 to 36-8-6, Exterior(2) 36-8-6 to 43-2-7, Interior(1) 43-2-7 to 45-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 21 and 13. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection.September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A7 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530432 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:42:43 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-bRlGlHiAMLmzNsN02SiALtfYSZxLFaSP9JP_ZJyd4WA Scale = 1:86.2 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 23 24 25 26 27 28 29 30 31 32 33 3x6 5x6 3x6 6x6 3x6 6x10 4x6 5x9 3x6 4x9 3x6 3x6 3x6 4x6 3x6 4x6 10x10 4x6 3x6 4-11-8 4-11-8 13-3-10 8-4-1 21-4-13 8-1-3 29-6-1 8-1-4 37-7-4 8-1-3 46-0-0 8-4-12 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 21-1-3 7-9-10 28-10-13 7-9-10 36-8-6 7-9-10 41-2-7 4-6-1 46-0-0 4-9-9 0-11-012-0-02-3-02-0-010-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [1:Edge,0-6-13], [1:0-3-9,0-0-0], [2:0-4-4,0-2-0], [4:0-2-0,0-1-8], [5:0-3-0,0-2-1], [9:0-4-0,0-1-12], [19:0-5-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.95 1.00 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.91 0.43 (loc) 18-19 18-19 12 l/defl >999 >600 n/a L/d 240 180 n/a PLATES MT20 Weight: 244 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 7-9: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-20,11-12: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-2 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. WEBS 1 Row at midpt 6-18, 6-16, 8-15, 9-13, 2-20, 10-12 REACTIONS.(lb/size)12=1822/0-5-8, 20=1822/0-3-8 Max Horz 20=205(LC 9) Max Uplift 12=-167(LC 8), 20=-187(LC 12) Max Grav 12=1928(LC 2), 20=1850(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-589/195, 2-3=-3889/751, 3-21=-3850/752, 4-21=-3847/771, 4-5=-2503/488, 5-22=-1889/417, 6-22=-1888/417, 6-7=-2316/473, 7-8=-2316/473, 8-23=-2147/446, 9-23=-2147/446, 9-10=-2025/409, 1-20=-485/167 BOT CHORD 19-20=-623/3244, 19-25=-410/2190, 25-26=-410/2190, 18-26=-410/2190, 18-27=-384/2312, 17-27=-384/2312, 16-17=-384/2312, 16-28=-333/2185, 28-29=-333/2185, 15-29=-333/2185, 14-15=-171/1488, 14-30=-171/1488, 30-31=-171/1488, 13-31=-171/1488, 13-32=-187/1347, 32-33=-187/1347, 12-33=-187/1347 WEBS 2-19=-53/332, 4-19=-414/1485, 4-18=-645/260, 5-18=-202/1279, 6-18=-759/230, 8-16=-78/254, 8-15=-704/246, 9-15=-246/1145, 10-13=-100/352, 2-20=-3690/504, 10-12=-2080/297 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 5-1-4, Interior(1) 5-1-4 to 13-3-10, Exterior(2) 13-3-10 to 19-9-11, Interior(1) 19-9-11 to 36-8-6, Exterior(2) 36-8-6 to 43-2-7, Interior(1) 43-2-7 to 45-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12 and 20. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection.September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A8 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530433 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:43:11 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-npSrdr2kmyI?kAWOhKCkUmpM_rWdpEqXbgBTYhyd4Vk Scale = 1:86.2 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 32 33 34 3x6 6x6 3x6 5x6 3x6 6x6 6x6 4x9 6x10 5x9 3x6 3x6 3x6 3x6 3x6 3x8 4x6 5x6 10x10 4x9 3-10-0 3-10-0 9-2-0 5-4-0 10-3-8 1-1-8 19-1-2 8-9-10 27-10-12 8-9-10 36-8-6 8-9-10 46-0-0 9-3-10 3-10-0 3-10-0 8-6-13 4-8-13 13-3-10 4-8-13 21-1-3 7-9-10 28-10-13 7-9-10 36-8-6 7-9-10 41-2-7 4-6-1 46-0-0 4-9-9 0-11-012-0-02-3-02-0-010-5-1310.00 12 5.14 12 Plate Offsets (X,Y)-- [1:Edge,0-6-13], [1:0-3-9,0-0-0], [2:0-4-12,0-3-0], [5:0-4-4,0-2-0], [9:0-3-0,0-2-1], [18:0-3-0,Edge], [19:0-6-4,0-2-4], [20:0-2-12,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.78 0.95 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.85 0.37 (loc) 17-18 17-18 12 l/defl >999 >642 n/a L/d 240 180 n/a PLATES MT20 Weight: 245 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x4 SPF No.2 *Except* 16-18,12-14: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 *Except* 11-12,1-21: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, except end verticals, and 2-0-0 oc purlins (3-5-1 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-17, 6-15, 8-13, 10-12, 2-21 REACTIONS.(lb/size)12=1822/0-5-8, 21=1822/0-3-8 Max Horz 21=204(LC 9) Max Uplift 12=-167(LC 8), 21=-187(LC 12) Max Grav 12=1895(LC 2), 21=1837(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-504/146, 2-22=-2738/452, 3-22=-2698/459, 3-23=-2691/461, 4-23=-2663/474, 4-5=-2813/576, 5-24=-2236/454, 6-24=-2235/454, 6-7=-2210/456, 7-8=-2210/456, 8-25=-1492/345, 9-25=-1493/345, 9-10=-1998/403, 1-21=-409/123 BOT CHORD 20-21=-605/3025, 19-20=-544/2709, 18-19=-403/2222, 18-27=-335/1848, 27-28=-335/1848, 17-28=-335/1847, 17-29=-386/2296, 16-29=-386/2296, 16-30=-386/2296, 15-30=-386/2296, 15-31=-333/2163, 14-31=-333/2163, 14-32=-333/2163, 13-32=-333/2163, 13-33=-189/1311, 33-34=-189/1311, 12-34=-189/1311 WEBS 2-20=-201/1225, 2-19=-759/258, 4-19=-571/91, 4-18=-89/390, 5-18=-256/941, 5-17=-187/827, 6-17=-443/223, 8-15=-23/475, 8-13=-1121/261, 9-13=-138/939, 10-13=-102/338, 10-12=-1996/303, 2-21=-3527/526 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-9-15, Interior(1) 4-9-15 to 13-3-10, Exterior(2) 13-3-10 to 19-9-11, Interior(1) 19-9-11 to 36-8-6, Exterior(2) 36-8-6 to 43-2-7, Interior(1) 43-2-7 to 45-9-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12 and 21. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection.September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss A9 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530434 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:03:44 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-SnfDuxILeKM0v6GUhulVfQKMqnbluWEbBYWOdoydm8z Scale = 1:90.0 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 22 23 24 25 26 27 28 29 30 31 32 33 3x6 6x8 3x6 5x6 3x4 6x8 4x8 5x6 5x8 5x6 4x8 3x6 3x6 3x6 3x6 3x6 3x6 3x10 4x6 3x6 4x8 1-10-0 1-10-0 7-2-0 5-4-0 10-3-8 3-1-8 19-1-2 8-9-10 27-10-12 8-9-10 36-8-6 8-9-10 46-0-0 9-3-10 1-10-0 1-10-0 7-2-0 5-4-0 13-3-10 6-1-10 21-1-3 7-9-10 28-10-13 7-9-10 36-8-6 7-9-10 41-2-7 4-6-1 46-0-0 4-9-9 0-11-012-0-02-3-02-0-011-4-110.00 12 5.14 12 Plate Offsets (X,Y)-- [3:0-2-12,0-1-8], [6:0-6-4,0-2-0], [10:0-3-0,0-2-1], [19:0-2-8,0-2-12], [20:0-5-12,0-2-8], [21:0-2-8,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.81 0.94 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.69 0.27 (loc) 18-19 18-19 13 l/defl >999 >790 n/a L/d 240 180 n/a PLATES MT20 Weight: 255 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-8,1-4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 17-19,13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 - 2-0-1 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-4-5 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-18, 7-16, 9-14, 11-13 REACTIONS.(lb/size)1=1830/0-3-8, 13=1830/0-5-8 Max Horz 1=224(LC 12) Max Uplift 1=-188(LC 12), 13=-167(LC 8) Max Grav 1=1845(LC 2), 13=1907(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-3418/573, 3-5=-2573/437, 5-6=-2860/551, 6-7=-2257/457, 7-9=-2228/459, 9-10=-1514/348, 10-11=-2025/407 BOT CHORD 1-21=-543/2388, 20-21=-489/2125, 19-20=-400/2123, 18-19=-338/1868, 16-18=-389/2316, 14-16=-335/2181, 13-14=-193/1340 WEBS 3-21=-172/949, 5-20=-725/147, 5-19=-78/375, 6-19=-220/899, 6-18=-189/833, 7-18=-443/226, 9-16=-24/473, 9-14=-1118/262, 10-14=-141/956, 11-14=-100/328, 11-13=-2032/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-6 to 4-8-9, Interior(1) 4-8-9 to 13-3-10, Exterior(2) 13-3-10 to 19-9-11, Interior(1) 19-9-11 to 36-8-6, Exterior(2) 36-8-6 to 43-2-7, Interior(1) 43-2-7 to 45-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 13. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss B1 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530435 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:03:45 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-wzDb5HJ_PeUtXGrgFbGkCescrBwod_vkQCGx9Fydm8y Scale = 1:79.6 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 3x6 5x12 MT20HS 5x6 5x6 5x6 3x4 5x6 4x8 5x12 MT20HS 3x4 3x4 5x8 3x10 4x4 4x6 4x6 4x6 4-11-8 4-11-8 13-3-10 8-4-1 22-4-0 9-0-6 31-4-6 9-0-6 40-8-0 9-3-10 6-6-1 6-6-1 11-10-1 5-4-0 13-3-10 1-5-9 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 35-10-7 4-6-1 40-8-0 4-9-9 5-4-510-9-612-0-02-3-02-0-010-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-9-4,0-2-0], [3:0-3-0,Edge], [4:0-3-0,0-2-1], [6:0-4-0,0-3-0], [7:0-4-4,0-2-0], [10:Edge,0-2-0], [15:0-5-12,0-2-0], [16:0-2-12,0-2-8], [17:0-2-15,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.48 0.95 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.61 0.22 (loc) 13-15 13-15 10 l/defl >999 >788 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 241 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-17: 2x4 SP 2400F 2.0E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-9-10 max.): 2-3, 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 13-15. WEBS 1 Row at midpt 3-15, 5-15, 5-13, 6-11, 2-17, 8-10 REACTIONS.(lb/size)17=1615/0-3-8, 10=1615/0-3-8 Max Horz 17=-146(LC 8) Max Uplift 17=-184(LC 12), 10=-154(LC 8) Max Grav 17=1666(LC 2), 10=1687(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1852/379, 3-4=-2071/433, 4-5=-1605/353, 5-6=-1802/374, 6-7=-1299/305, 7-8=-1753/347 BOT CHORD 16-17=-250/1352, 15-16=-217/1091, 13-15=-278/1799, 11-13=-239/1697, 10-11=-160/1169 WEBS 2-16=-59/733, 2-15=-227/1234, 3-15=-1457/324, 4-15=-191/1097, 5-15=-455/149, 6-13=-38/391, 6-11=-811/211, 7-11=-123/826, 8-11=-85/261, 2-17=-2304/226, 8-10=-1757/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-2-9, Interior(1) 4-2-9 to 6-6-1, Exterior(2) 6-6-1 to 10-6-14, Interior(1) 10-6-14 to 13-3-10, Exterior(2) 13-3-10 to 17-4-6, Interior(1) 17-4-6 to 31-4-6, Exterior(2) 31-4-6 to 35-5-3, Interior(1) 35-5-3 to 40-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be User Defined crushing capacity of 425 psi. 8) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17 and 10. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss B2 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530436 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:03:46 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-OAnzIdJcAyck9PQsoJnzlrPikbG7MUGues?Vhhydm8x Scale = 1:83.4 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 29 30 4x6 5x6 5x6 5x6 5x6 3x4 2x4 5x8 4x6 3x10 5x8 3x4 3x4 3x10 4x4 4x6 4x6 4-11-8 4-11-8 13-3-10 8-4-1 22-4-0 9-0-6 31-4-6 9-0-6 40-8-0 9-3-10 4-2-8 4-2-8 9-6-8 5-4-0 13-3-10 3-9-1 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 35-10-7 4-6-1 40-8-0 4-9-9 5-4-58-10-712-0-02-3-02-0-010-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-4-4,0-2-0], [4:0-4-0,0-1-12], [5:0-4-0,0-3-0], [7:0-4-4,0-2-0], [10:Edge,0-2-0], [16:0-2-12,0-2-12], [17:0-2-0,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.79 0.94 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.58 0.20 (loc) 13-15 10-11 10 l/defl >999 >834 n/a L/d 240 180 n/a PLATES MT20 Weight: 224 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-2 max.): 2-3, 4-7. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-16, 5-15, 5-13, 6-11, 8-10 REACTIONS.(lb/size)17=1615/0-3-8, 10=1615/0-3-8 Max Horz 17=-146(LC 8) Max Uplift 17=-184(LC 12), 10=-144(LC 8) Max Grav 17=1640(LC 2), 10=1686(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1389/247, 2-3=-1089/237, 3-4=-2123/410, 4-5=-1605/350, 5-6=-1801/371, 6-7=-1298/303, 7-8=-1753/349, 1-17=-1607/275 BOT CHORD 15-16=-306/1853, 13-15=-278/1798, 11-13=-239/1694, 10-11=-158/1169 WEBS 2-16=-61/606, 3-16=-1333/220, 3-15=-546/211, 4-15=-164/1082, 5-15=-456/164, 6-13=-40/391, 6-11=-806/211, 7-11=-125/825, 8-11=-85/261, 1-16=-157/1211, 8-10=-1758/255 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 8-3-5, Interior(1) 8-3-5 to 13-3-10, Exterior(2) 13-3-10 to 17-4-6, Interior(1) 17-4-6 to 31-4-6, Exterior(2) 31-4-6 to 35-5-3, Interior(1) 35-5-3 to 40-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17 and 10. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss B3 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530437 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:43:47 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-jldSB9UJI0qu2iGJousAxMIcvMo1EY1qtGvMpcyd4VA Scale = 1:76.2 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 29 30 3x6 5x6 5x6 2x8 6x10 4x6 5x6 3x6 3x8 3x4 3x4 5x9 3x8 4x6 4x6 10x10 4x9 4-11-8 4-11-8 13-3-10 8-4-1 22-4-0 9-0-6 31-4-6 9-0-6 40-8-0 9-3-10 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 35-10-7 4-6-1 40-8-0 4-9-9 0-11-012-0-02-3-02-0-010-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [1:Edge,0-6-13], [1:0-3-9,0-0-0], [3:0-1-4,0-2-8], [4:0-2-8,0-1-8], [5:0-4-0,0-1-12], [7:0-4-8,0-3-0], [8:0-4-0,0-1-12], [17:0-5-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.40 0.96 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.77 0.34 (loc) 14-16 16-17 11 l/defl >999 >629 n/a L/d 240 180 n/a PLATES MT20 Weight: 218 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 10-11,1-18: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-13 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-6 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-16, 6-14, 7-12, 9-11, 3-18 REACTIONS.(lb/size)11=1608/0-3-8, 18=1608/0-3-8 Max Horz 18=204(LC 9) Max Uplift 11=-145(LC 13), 18=-173(LC 12) Max Grav 11=1672(LC 2), 18=1624(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-545/176, 2-19=-454/176, 3-19=-415/189, 3-20=-3380/663, 4-20=-3315/683, 4-5=-2111/426, 5-6=-1581/368, 6-7=-1780/387, 7-8=-1278/312, 8-9=-1727/360, 1-18=-456/165 BOT CHORD 17-18=-560/2884, 17-23=-343/1868, 23-24=-343/1868, 16-24=-343/1868, 16-25=-289/1776, 15-25=-289/1776, 15-26=-289/1776, 14-26=-289/1776, 14-27=-246/1674, 13-27=-246/1674, 13-28=-246/1674, 12-28=-246/1674, 12-29=-163/1142, 29-30=-163/1142, 11-30=-163/1142 WEBS 3-17=-44/270, 4-17=-407/1380, 4-16=-618/259, 5-16=-177/1071, 6-16=-456/197, 7-14=-45/392, 7-12=-804/217, 8-12=-130/808, 9-12=-87/270, 9-11=-1727/265, 3-18=-3183/423 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-3-9, Interior(1) 4-3-9 to 13-3-10, Exterior(2) 13-3-10 to 19-3-14, Interior(1) 19-3-14 to 31-4-6, Exterior(2) 31-4-6 to 37-1-7, Interior(1) 37-1-7 to 40-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11 and 18. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss B4 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530438 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:44:16 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-NKtQG4qWTwUn19_u_UtzdU?Zb2hpXgD5YHRPKQyd4Uj Scale = 1:76.2 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 29 30 3x6 5x6 5x6 2x8 6x10 4x6 5x6 3x6 3x8 3x4 3x4 5x9 3x8 4x6 4x6 10x10 4x9 4-11-8 4-11-8 13-3-10 8-4-1 22-4-0 9-0-6 31-4-6 9-0-6 40-8-0 9-3-10 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 35-10-7 4-6-1 40-8-0 4-9-9 0-11-012-0-02-3-02-0-010-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [1:Edge,0-6-13], [1:0-3-9,0-0-0], [2:0-1-4,0-2-8], [4:0-2-8,0-1-8], [5:0-4-0,0-1-12], [7:0-4-8,0-3-0], [8:0-4-0,0-1-12], [17:0-5-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.40 0.96 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.77 0.34 (loc) 14-16 16-17 11 l/defl >999 >629 n/a L/d 240 180 n/a PLATES MT20 Weight: 218 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 10-11,1-18: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-6 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-16, 6-14, 7-12, 9-11, 2-18 REACTIONS.(lb/size)11=1608/0-3-8, 18=1608/0-3-8 Max Horz 18=204(LC 9) Max Uplift 11=-145(LC 13), 18=-173(LC 12) Max Grav 11=1672(LC 2), 18=1624(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-545/176, 2-19=-415/189, 2-3=-3380/663, 3-20=-3341/664, 4-20=-3315/683, 4-5=-2111/426, 5-6=-1581/368, 6-7=-1780/387, 7-8=-1278/312, 8-9=-1727/360, 1-18=-456/165 BOT CHORD 17-18=-560/2884, 17-23=-343/1868, 23-24=-343/1868, 16-24=-343/1868, 16-25=-289/1776, 15-25=-289/1776, 15-26=-289/1776, 14-26=-289/1776, 14-27=-246/1674, 13-27=-246/1674, 13-28=-246/1674, 12-28=-246/1674, 12-29=-163/1142, 29-30=-163/1142, 11-30=-163/1142 WEBS 2-17=-44/270, 4-17=-407/1380, 4-16=-618/259, 5-16=-177/1071, 6-16=-456/197, 7-14=-45/392, 7-12=-804/217, 8-12=-130/808, 9-12=-87/270, 9-11=-1727/265, 2-18=-3183/423 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-3-9, Interior(1) 4-3-9 to 13-3-10, Exterior(2) 13-3-10 to 19-3-14, Interior(1) 19-3-14 to 31-4-6, Exterior(2) 31-4-6 to 37-1-7, Interior(1) 37-1-7 to 40-5-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 11 and 173 lb uplift at joint 18. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C1 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530439 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:45:03 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-VMDB78P_OMP6AN4wFrD?1OSSe?j32uf0L5JOUCyd4U_ Scale = 1:82.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 22 21 20 19 18 17 16 15 23 24 25 26 27 28 29 30 31 32 33 3x6 5x6 3x6 6x6 3x6 6x10 3x6 2x4 3x4 4x9 4x6 4x6 5x6 3x6 4x9 3x4 3x4 3x4 4x9 6x10 2x4 10x10 4-11-8 4-11-8 13-3-10 8-4-1 21-5-15 8-2-5 29-8-5 8-2-5 37-10-7 8-2-3 44-8-0 6-9-9 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 18-9-3 5-5-9 24-2-12 5-5-9 29-8-5 5-5-9 31-4-6 1-8-2 37-10-7 6-6-1 44-8-0 6-9-9 0-11-012-0-00-11-02-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [1:Edge,0-6-13], [1:0-3-9,0-0-0], [2:0-1-4,0-2-4], [4:0-2-4,0-1-8], [5:0-4-0,0-1-12], [10:0-4-4,0-2-0], [14:0-6-7,Edge], [15:0-3-12,0-2-0], [17:0-4-0,0-2-4], [21:0-5-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.98 1.00 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.90 0.47 (loc) 17-18 20-21 14 l/defl >999 >593 n/a L/d 240 180 n/a PLATES MT20 Weight: 264 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 11-14: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-22: 2x6 SPF No.2 SLIDER Right 2x6 SPF No.2 -à 4-5-13 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-10-5 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 1-4-12 oc bracing. Except: 1 Row at midpt 9-17 WEBS 1 Row at midpt 6-20, 7-18, 7-17, 10-15, 2-22 REACTIONS.(lb/size)14=1778/0-3-8, 22=1778/0-3-8 Max Horz 22=-224(LC 8) Max Uplift 14=-189(LC 13), 22=-187(LC 12) Max Grav 14=1782(LC 2), 22=1781(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-23=-580/183, 2-23=-435/185, 2-3=-3732/646, 3-24=-3695/647, 4-24=-3685/665, 4-5=-2384/454, 5-6=-1792/389, 6-25=-2134/434, 7-25=-2134/434, 7-8=-1867/408, 8-9=-1867/408, 9-10=-1857/407, 10-11=-2194/558, 11-12=-2295/526, 12-26=-2241/382, 13-26=-2280/363, 13-14=-2394/356, 1-22=-479/162 BOT CHORD 21-22=-556/3195, 21-27=-359/2095, 27-28=-359/2094, 20-28=-359/2094, 19-20=-303/2069, 19-29=-303/2069, 18-29=-303/2069, 18-30=-274/2101, 30-31=-274/2101, 17-31=-274/2101, 15-32=-196/1691, 32-33=-196/1691, 14-33=-196/1691 WEBS 2-21=-40/318, 4-21=-363/1475, 4-20=-649/246, 5-20=-199/1257, 6-20=-653/212, 6-18=-58/299, 7-17=-537/174, 15-17=-146/1737, 10-17=-257/1213, 10-15=-322/301, 12-15=-344/311, 2-22=-3536/399 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-8-6, Interior(1) 4-8-6 to 13-3-10, Exterior(2) 13-3-10 to 19-7-6, Interior(1) 19-7-6 to 31-4-6, Exterior(2) 31-4-6 to 37-10-7, Interior(1) 37-10-7 to 44-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 22. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C1 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530439 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:45:03 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-VMDB78P_OMP6AN4wFrD?1OSSe?j32uf0L5JOUCyd4U_ NOTES- 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C2 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530440 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:45:27 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-o_gGAMh2lkRi23wXfufd?SRbegv2glUYsq7fJpyd4Tc Scale = 1:99.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 31 32 33 34 35 36 37 38 39 40 41 3x6 6x8 3x6 5x6 3x6 6x10 3x6 4x6 2x4 2x4 2x4 6x8 2x4 2x4 3x4 5x6 3x6 3x6 3x8 2x4 3x4 8x8 4x9 10x10 4x6 4x9 4x6 6x10 6x8 4-11-8 4-11-8 13-3-10 8-4-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 36-10-7 6-5-15 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 31-4-6 0-11-14 36-10-7 5-6-1 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 0-11-012-0-00-11-02-0-01-0-01-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [1:Edge,0-6-13], [1:0-3-9,0-0-0], [2:0-1-4,0-2-4], [4:0-2-4,0-1-8], [5:0-4-0,0-1-4], [9:0-2-0,0-2-12], [11:0-2-8,0-2-0], [16:Edge,0-3-8], [19:0-2-4,Edge], [21:0-2-8,0-3-0], [25:0-6-8,0-3-0], [29:0-5-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.85 0.98 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.93 0.57 (loc) 28-29 28-29 16 l/defl >999 >570 n/a L/d 240 180 n/a PLATES MT20 Weight: 276 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-30: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-25 WEBS 1 Row at midpt 6-26, 2-30, 9-21, 9-11 REACTIONS.(lb/size)16=1772/0-3-8, 30=1772/0-3-8 Max Horz 30=213(LC 11) Max Uplift 16=-188(LC 13), 30=-187(LC 12) Max Grav 16=1782(LC 2), 30=1795(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-31=-580/184, 2-31=-437/186, 2-3=-3765/661, 3-32=-3727/662, 4-32=-3718/680, 4-5=-2406/458, 5-33=-2150/447, 6-33=-2149/447, 6-34=-2149/448, 7-34=-2149/448, 7-8=-2149/448, 8-9=-1998/424, 9-10=-431/219, 10-11=-682/218, 11-35=-3127/646, 12-35=-3128/643, 12-36=-3206/630, 13-36=-3267/630, 13-14=-3114/489, 14-15=-1376/220, 1-30=-481/163, 15-16=-1681/266 BOT CHORD 29-30=-552/3215, 29-37=-356/2111, 37-38=-356/2111, 28-38=-356/2111, 27-28=-276/1805, 27-39=-276/1805, 26-39=-276/1805, 26-40=-216/2007, 25-40=-216/2007, 8-25=-659/239, 21-41=-155/1694, 20-41=-155/1694, 19-20=-222/1959, 13-19=-297/193 WEBS 2-29=-40/320, 4-29=-371/1482, 4-28=-647/248, 5-28=-153/854, 5-26=-209/665, 6-26=-493/182, 8-26=-135/342, 9-20=-281/617, 11-20=-346/277, 11-19=-252/825, 2-30=-3569/416, 14-17=-1582/232, 17-19=-143/1096, 9-25=-290/1497, 9-21=-652/96, 21-25=-136/1873, 14-19=-227/1492, 15-17=-164/1140, 9-11=-1903/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-8-6, Interior(1) 4-8-6 to 13-3-10, Exterior(2) 13-3-10 to 19-7-6, Interior(1) 19-7-6 to 31-3-12, Exterior(2) 31-3-12 to 37-7-9, Interior(1) 37-7-9 to 44-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 16. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 30. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C2 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530440 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:45:27 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-o_gGAMh2lkRi23wXfufd?SRbegv2glUYsq7fJpyd4Tc NOTES- 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C3 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530441 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:45:51 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-5b6KCZ_556SIxll83w4FzWRhbL5gIcQ4OZxw9Qyd4TE Scale = 1:99.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 30 29 28 27 26 25 24 23 22 21 20 19 18 17 16 31 32 33 34 35 36 37 38 39 40 41 3x6 6x8 3x6 5x6 3x6 6x10 3x6 4x6 2x4 2x4 2x4 6x8 2x4 2x4 3x4 5x6 3x6 3x6 3x8 2x4 3x4 8x8 4x9 10x10 4x6 4x9 4x6 6x10 6x8 4-11-8 4-11-8 13-3-10 8-4-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 36-10-7 6-5-15 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 31-4-6 0-11-14 36-10-7 5-6-1 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 0-11-012-0-00-11-02-0-01-0-01-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [1:Edge,0-6-13], [1:0-3-9,0-0-0], [2:0-1-4,0-2-4], [4:0-2-4,0-1-8], [5:0-4-0,0-1-4], [9:0-2-0,0-2-12], [11:0-2-8,0-2-0], [16:Edge,0-3-8], [19:0-2-4,Edge], [21:0-2-8,0-3-0], [25:0-6-8,0-3-0], [29:0-5-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.85 0.98 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.93 0.57 (loc) 28-29 28-29 16 l/defl >999 >570 n/a L/d 240 180 n/a PLATES MT20 Weight: 276 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-30: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 8-25 WEBS 1 Row at midpt 6-26, 2-30, 9-21, 9-11 REACTIONS.(lb/size)16=1772/0-3-8, 30=1772/0-3-8 Max Horz 30=213(LC 11) Max Uplift 16=-188(LC 13), 30=-187(LC 12) Max Grav 16=1782(LC 2), 30=1795(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-31=-580/184, 2-31=-437/186, 2-3=-3765/661, 3-32=-3727/662, 4-32=-3718/680, 4-5=-2406/458, 5-33=-2150/447, 6-33=-2149/447, 6-34=-2149/448, 7-34=-2149/448, 7-8=-2149/448, 8-9=-1998/424, 9-10=-431/219, 10-11=-682/218, 11-35=-3128/646, 12-35=-3128/643, 12-36=-3206/630, 13-36=-3267/630, 13-14=-3114/489, 14-15=-1376/220, 1-30=-481/163, 15-16=-1681/266 BOT CHORD 29-30=-552/3215, 29-37=-356/2111, 37-38=-356/2111, 28-38=-356/2111, 27-28=-276/1805, 27-39=-276/1805, 26-39=-276/1805, 26-40=-216/2007, 25-40=-216/2007, 8-25=-659/239, 21-41=-155/1694, 20-41=-155/1694, 19-20=-222/1959, 13-19=-297/193 WEBS 2-29=-40/320, 4-29=-371/1482, 4-28=-647/248, 5-28=-153/854, 5-26=-209/665, 6-26=-493/182, 8-26=-135/342, 9-20=-281/617, 11-20=-346/277, 11-19=-252/825, 2-30=-3569/416, 14-17=-1582/232, 17-19=-143/1096, 9-25=-290/1497, 9-21=-652/96, 21-25=-136/1873, 14-19=-227/1492, 15-17=-164/1140, 9-11=-1903/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-8-6, Interior(1) 4-8-6 to 13-3-10, Exterior(2) 13-3-10 to 19-7-6, Interior(1) 19-7-6 to 31-3-12, Exterior(2) 31-3-12 to 37-7-9, Interior(1) 37-7-9 to 44-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 30 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 16. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 30. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C3 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530441 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:45:51 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-5b6KCZ_556SIxll83w4FzWRhbL5gIcQ4OZxw9Qyd4TE NOTES- 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C4 Truss Type PIGGYBACK BASE Qty 1 Ply 1 WF52 Job Reference (optional) I38530442 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:47:19 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-WXRcgf2IN9YpUHU3DPfuX44kNp8IvQQ1dFGaFJyd4Rs Scale = 1:99.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 32 33 34 35 36 37 38 39 40 41 42 3x6 6x8 3x6 5x6 3x6 6x10 3x6 4x6 2x4 2x4 2x4 6x8 2x4 2x4 3x4 5x6 3x6 3x6 3x8 2x4 3x4 8x8 4x9 4x6 10x10 4x9 4x6 6x10 6x8 4-11-8 4-11-8 13-3-10 8-4-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 36-10-7 6-5-15 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 -1-0-0 1-0-0 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 31-4-6 0-11-14 36-10-7 5-6-1 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 0-11-012-0-00-11-02-0-01-0-01-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-8,0-6-13], [2:0-3-9,0-0-0], [3:0-1-4,0-2-4], [5:0-2-4,0-1-8], [6:0-4-0,0-1-4], [10:0-2-0,0-2-12], [12:0-2-8,0-2-0], [17:Edge,0-3-8], [20:0-2-4,Edge], [22:0-2-8,0-3-0], [26:0-6-8,0-3-0], [30:0-5-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.85 0.98 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.92 0.57 (loc) 29-30 29-30 17 l/defl >999 >576 n/a L/d 240 180 n/a PLATES MT20 Weight: 277 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-31: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 9-26 WEBS 1 Row at midpt 7-27, 3-31, 10-22, 10-12 REACTIONS.(lb/size)17=1771/0-3-8, 31=1846/0-3-8 Max Horz 31=226(LC 11) Max Uplift 17=-188(LC 13), 31=-209(LC 12) Max Grav 17=1781(LC 2), 31=1857(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-727/234, 3-32=-618/246, 3-4=-3727/638, 4-33=-3695/646, 5-33=-3680/657, 5-6=-2404/458, 6-34=-2148/447, 7-34=-2147/447, 7-35=-2147/447, 8-35=-2147/447, 8-9=-2147/447, 9-10=-1996/424, 10-11=-431/219, 11-12=-682/218, 12-36=-3126/646, 13-36=-3127/643, 13-37=-3204/630, 14-37=-3266/630, 14-15=-3113/489, 15-16=-1375/220, 2-31=-662/234, 16-17=-1680/266 BOT CHORD 30-31=-550/3189, 30-38=-356/2108, 38-39=-356/2108, 29-39=-356/2108, 28-29=-276/1802, 28-40=-276/1802, 27-40=-276/1802, 27-41=-216/2006, 26-41=-216/2006, 9-26=-657/239, 22-42=-155/1693, 21-42=-155/1693, 20-21=-221/1958, 14-20=-297/193 WEBS 3-30=-38/337, 5-30=-361/1443, 5-29=-646/248, 6-29=-153/853, 6-27=-208/666, 7-27=-493/182, 9-27=-135/341, 10-21=-281/617, 12-21=-346/277, 12-20=-252/825, 3-31=-3410/361, 15-18=-1581/232, 18-20=-143/1096, 10-26=-290/1495, 10-22=-651/96, 22-26=-136/1872, 15-20=-226/1491, 16-18=-164/1139, 10-12=-1902/367 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 13-3-10, Exterior(2) 13-3-10 to 19-7-6, Interior(1) 19-7-6 to 31-3-12, Exterior(2) 31-3-12 to 37-7-9, Interior(1) 37-7-9 to 44-6-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 17. 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 31. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C4 Truss Type PIGGYBACK BASE Qty 1 Ply 1 WF52 Job Reference (optional) I38530442 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:47:19 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-WXRcgf2IN9YpUHU3DPfuX44kNp8IvQQ1dFGaFJyd4Rs NOTES- 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C5 Truss Type PIGGYBACK BASE Qty 1 Ply 1 WF52 Job Reference (optional) I38530443 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:48:00 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pQP6HgY0jli_va6x6WuVijHk4L7m0zg327hFBRyd4RD Scale = 1:97.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 32 31 30 29 28 27 26 25 24 23 22 21 20 1918 33 34 35 36 37 38 39 40 41 42 43 44 3x6 6x8 3x8 5x6 3x8 6x10 3x6 4x6 2x4 2x4 2x4 6x8 2x8 2x4 3x4 5x6 3x6 3x6 3x8 2x4 3x4 8x8 4x9 10x10 4x6 4x9 4x6 6x10 6x10 4-11-8 4-11-8 13-3-10 8-4-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 36-10-7 6-5-15 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 -1-0-0 1-0-0 4-11-8 4-11-8 9-1-9 4-2-1 13-3-10 4-2-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 31-4-6 0-11-14 36-10-7 5-6-1 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 45-8-0 1-0-0 0-11-012-0-00-11-02-0-01-0-01-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-8,0-6-13], [2:0-3-9,0-0-0], [3:0-1-4,0-2-4], [5:0-2-4,0-1-8], [6:0-4-0,0-1-4], [10:0-2-0,0-2-12], [12:0-3-0,0-1-8], [14:0-5-5,Edge], [15:0-3-0,0-1-12], [16:0-2-4,0-1-12], [18:0-2-0,0-1-12], [19:0-4-8,0-1-12], [21:0-2-4,Edge], [23:0-4-8,0-3-0], [27:0-6-8,0-3-0], [31:0-5-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.85 0.98 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.88 0.58 (loc) 30-31 30-31 18 l/defl >999 >606 n/a L/d 240 180 n/a PLATES MT20 Weight: 279 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-8,13-17: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x4 SPF No.2 *Except* 29-31: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 *Except* 2-32,16-18: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-9 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-4 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-1-1 oc bracing: 31-32 6-0-0 oc bracing: 24-27,25-26. 1 Row at midpt 9-27 WEBS 1 Row at midpt 7-28, 3-32, 10-23, 10-12 REACTIONS.(lb/size)18=2622/0-3-8 (req. 0-4-2), 32=1867/0-3-8 Max Horz 32=232(LC 11) Max Uplift 18=-92(LC 13), 32=-209(LC 12) Max Grav 18=2622(LC 1), 32=1876(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-33=-737/232, 3-33=-628/244, 3-4=-3764/610, 4-34=-3732/618, 5-34=-3717/630, 5-6=-2436/446, 6-35=-2186/441, 7-35=-2185/441, 7-36=-2186/441, 8-36=-2186/441, 8-9=-2186/441, 9-10=-2048/417, 10-11=-426/217, 11-12=-678/216, 12-37=-3664/569, 13-37=-3664/566, 13-38=-3752/554, 38-39=-3798/555, 14-39=-4049/557, 14-15=-3600/435, 15-16=-1591/212, 2-32=-669/232, 16-18=-2482/195 BOT CHORD 31-32=-536/3242, 31-40=-347/2147, 40-41=-347/2147, 30-41=-347/2147, 29-30=-267/1839, 29-42=-267/1839, 28-42=-267/1839, 28-43=-208/2058, 27-43=-208/2058, 9-27=-638/237, 23-44=-148/1743, 22-44=-148/1743, 21-22=-202/2077, 14-21=-798/191 WEBS 3-31=-36/344, 5-31=-352/1455, 5-30=-651/245, 6-30=-151/859, 6-28=-210/693, 7-28=-495/183, 9-28=-134/315, 10-22=-279/756, 12-22=-461/276, 12-21=-220/1304, 3-32=-3442/325, 15-19=-1795/165, 19-21=-105/1072, 10-27=-285/1504, 10-23=-679/93, 23-27=-129/1925, 15-21=-201/1916, 16-19=-97/1283, 10-12=-2050/353 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 13-3-10, Exterior(2) 13-3-10 to 19-7-6, Interior(1) 19-7-6 to 31-3-12, Exterior(2) 31-3-12 to 37-7-9, Interior(1) 37-7-9 to 45-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. 7) All bearings are assumed to be User Defined crushing capacity of 425 psi. 8) Bearing at joint(s) 32 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 lb uplift at joint 18.Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C5 Truss Type PIGGYBACK BASE Qty 1 Ply 1 WF52 Job Reference (optional) I38530443 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:48:00 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pQP6HgY0jli_va6x6WuVijHk4L7m0zg327hFBRyd4RD NOTES- 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 32. This connection is for uplift only and does not consider lateral forces. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-6=-60, 6-11=-60, 11-38=-60, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Trapezoidal Loads (plf) Vert: 38=-160(F=-100)-to-16=-223(F=-163), 16=-223(F=-163)-to-17=-240(F=-180) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-6=-50, 6-11=-50, 11-38=-50, 31-32=-20, 31-40=-20, 40-41=-50, 30-41=-20, 30-42=-50, 42-43=-20, 27-43=-50, 25-26=-20, 23-44=-50, 21-44=-20, 18-20=-20 Trapezoidal Loads (plf) Vert: 38=-137(F=-88)-to-16=-200(F=-150), 16=-200(F=-150)-to-17=-217(F=-168) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-20, 2-6=-20, 6-11=-20, 11-38=-20, 31-32=-40, 27-31=-40, 25-26=-40, 21-23=-40, 18-20=-40 Trapezoidal Loads (plf) Vert: 38=-95(F=-75)-to-16=-158(F=-138), 16=-158(F=-138)-to-17=-175(F=-155) 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=35, 2-33=20, 6-33=15, 6-35=23, 11-35=18, 11-37=20, 37-38=15, 31-32=-6, 27-31=-6, 25-26=-6, 21-23=-6, 18-20=-6 Horz: 1-2=-44, 2-33=-29, 6-33=-24, 11-37=29, 16-37=24, 16-17=19 Drag: 6-35=-0, 7-35=-0 Trapezoidal Loads (plf) Vert: 38=36(F=21)-to-16=-27(F=-42), 16=-31(F=-42)-to-17=-48(F=-59) 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-34=15, 6-34=20, 6-36=18, 11-36=23, 11-38=15, 31-32=-6, 27-31=-6, 25-26=-6, 21-23=-6, 18-20=-6 Horz: 1-2=-19, 2-34=-24, 6-34=-29, 11-39=24, 16-39=29, 16-17=44 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=36(F=21)-to-39=18(F=3), 39=23(F=3)-to-16=-22(F=-42), 16=-7(F=-42)-to-17=-24(F=-59) 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-6=-44, 6-11=-29, 11-38=-44, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Horz: 1-2=-19, 2-6=24, 11-16=-24, 16-17=-19 Drag: 6-7=0 Trapezoidal Loads (plf) Vert: 38=-123(F=-80)-to-16=-186(F=-143), 16=-182(F=-143)-to-17=-199(F=-160) 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-39, 2-6=-44, 6-11=-29, 11-38=-44, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Horz: 1-2=19, 2-6=24, 11-16=-24, 16-17=19 Drag: 6-7=0 Trapezoidal Loads (plf) Vert: 38=-123(F=-80)-to-16=-186(F=-143), 16=-143(F=-143)-to-17=-160(F=-160) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-6=-11, 6-11=22, 11-38=9, 31-32=-6, 27-31=-6, 25-26=-6, 21-23=-6, 18-20=-6 Horz: 1-2=-8, 2-6=2, 11-16=17, 16-17=13 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=29(F=20)-to-16=-34(F=-43), 16=-39(F=-43)-to-17=-56(F=-60) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-6=9, 6-11=22, 11-38=-11, 31-32=-6, 27-31=-6, 25-26=-6, 21-23=-6, 18-20=-6 Horz: 1-2=-13, 2-6=-17, 11-16=-2, 16-17=8 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=9(F=20)-to-16=-54(F=-43), 16=-44(F=-43)-to-17=-61(F=-60) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-27, 2-6=-31, 6-11=2, 11-38=-12, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Horz: 1-2=7, 2-6=11, 11-16=8, 16-17=13 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=-75(F=-64)-to-16=-138(F=-127), 16=-134(F=-127)-to-17=-151(F=-144) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 3 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C5 Truss Type PIGGYBACK BASE Qty 1 Ply 1 WF52 Job Reference (optional) I38530443 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:48:00 2019 Page 3 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pQP6HgY0jli_va6x6WuVijHk4L7m0zg327hFBRyd4RD LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-7, 2-6=-12, 6-11=2, 11-38=-31, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Horz: 1-2=-13, 2-6=-8, 11-16=-11, 16-17=-7 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=-94(F=-64)-to-16=-157(F=-127), 16=-153(F=-127)-to-17=-170(F=-144) 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=17, 2-6=22, 6-11=9, 11-38=9, 31-32=-6, 27-31=-6, 25-26=-6, 21-23=-6, 18-20=-6 Horz: 1-2=-26, 2-6=-30, 11-16=17, 16-17=13 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=29(F=20)-to-16=-34(F=-43), 16=-39(F=-43)-to-17=-56(F=-60) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-6=9, 6-11=9, 11-38=22, 31-32=-6, 27-31=-6, 25-26=-6, 21-23=-6, 18-20=-6 Horz: 1-2=-13, 2-6=-17, 11-16=30, 16-17=26 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=42(F=20)-to-16=-21(F=-43), 16=-26(F=-43)-to-17=-43(F=-60) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=17, 2-6=22, 6-11=9, 11-38=9, 31-32=-6, 27-31=-6, 25-26=-6, 21-23=-6, 18-20=-6 Horz: 1-2=-26, 2-6=-30, 11-16=17, 16-17=13 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=29(F=20)-to-16=-34(F=-43), 16=-39(F=-43)-to-17=-56(F=-60) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-6=9, 6-11=9, 11-38=22, 31-32=-6, 27-31=-6, 25-26=-6, 21-23=-6, 18-20=-6 Horz: 1-2=-13, 2-6=-17, 11-16=30, 16-17=26 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=42(F=20)-to-16=-21(F=-43), 16=-26(F=-43)-to-17=-43(F=-60) 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 2-6=2, 6-11=-12, 11-38=-12, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Horz: 1-2=-26, 2-6=-22, 11-16=8, 16-17=13 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=-67(F=-55)-to-16=-130(F=-118), 16=-126(F=-118)-to-17=-143(F=-135) 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 2-6=-12, 6-11=-12, 11-38=2, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Horz: 1-2=-13, 2-6=-8, 11-16=22, 16-17=26 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=-54(F=-55)-to-16=-117(F=-118), 16=-112(F=-118)-to-17=-130(F=-135) 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-20, 2-6=-20, 6-11=-20, 11-38=-20, 31-32=-20, 31-40=-20, 40-41=-60, 30-41=-20, 30-42=-60, 42-43=-20, 27-43=-60, 25-26=-20, 23-44=-60, 21-44=-20, 18-20=-20 Trapezoidal Loads (plf) Vert: 38=-70(F=-50)-to-16=-133(F=-113), 16=-133(F=-113)-to-17=-150(F=-130) 19) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-6=-58, 6-11=-34, 11-38=-44, 31-32=-20, 31-40=-20, 40-41=-50, 30-41=-20, 30-42=-50, 42-43=-20, 27-43=-50, 25-26=-20, 23-44=-50, 21-44=-20, 18-20=-20 Horz: 1-2=5, 2-6=8, 11-16=6, 16-17=10 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=-141(F=-98)-to-16=-204(F=-161), 16=-201(F=-161)-to-17=-218(F=-178) 20) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-6=-44, 6-11=-34, 11-38=-58, 31-32=-20, 31-40=-20, 40-41=-50, 30-41=-20, 30-42=-50, 42-43=-20, 27-43=-50, 25-26=-20, 23-44=-50, 21-44=-20, 18-20=-20 Horz: 1-2=-10, 2-6=-6, 11-16=-8, 16-17=-5 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=-156(F=-98)-to-16=-219(F=-161), 16=-216(F=-161)-to-17=-233(F=-178) 21) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Continued on page 4 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss C5 Truss Type PIGGYBACK BASE Qty 1 Ply 1 WF52 Job Reference (optional) I38530443 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:48:00 2019 Page 4 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pQP6HgY0jli_va6x6WuVijHk4L7m0zg327hFBRyd4RD LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-31, 2-6=-34, 6-11=-44, 11-38=-44, 31-32=-20, 31-40=-20, 40-41=-50, 30-41=-20, 30-42=-50, 42-43=-20, 27-43=-50, 25-26=-20, 23-44=-50, 21-44=-20, 18-20=-20 Horz: 1-2=-19, 2-6=-16, 11-16=6, 16-17=10 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=-135(F=-92)-to-16=-198(F=-154), 16=-195(F=-154)-to-17=-212(F=-172) 22) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-6=-44, 6-11=-44, 11-38=-34, 31-32=-20, 31-40=-20, 40-41=-50, 30-41=-20, 30-42=-50, 42-43=-20, 27-43=-50, 25-26=-20, 23-44=-50, 21-44=-20, 18-20=-20 Horz: 1-2=-10, 2-6=-6, 11-16=16, 16-17=19 Drag: 6-7=-0 Trapezoidal Loads (plf) Vert: 38=-125(F=-92)-to-16=-188(F=-154), 16=-185(F=-154)-to-17=-202(F=-172) 23) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-6=-60, 6-11=-60, 11-38=-20, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Trapezoidal Loads (plf) Vert: 38=-120(F=-100)-to-16=-183(F=-163), 16=-183(F=-163)-to-17=-200(F=-180) 24) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-20, 2-6=-20, 6-11=-60, 11-38=-60, 31-32=-20, 27-31=-20, 25-26=-20, 21-23=-20, 18-20=-20 Trapezoidal Loads (plf) Vert: 38=-160(F=-100)-to-16=-223(F=-163), 16=-223(F=-163)-to-17=-240(F=-180) 25) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-6=-50, 6-11=-50, 11-38=-20, 31-32=-20, 31-40=-20, 40-41=-50, 30-41=-20, 30-42=-50, 42-43=-20, 27-43=-50, 25-26=-20, 23-44=-50, 21-44=-20, 18-20=-20 Trapezoidal Loads (plf) Vert: 38=-107(F=-88)-to-16=-170(F=-150), 16=-170(F=-150)-to-17=-188(F=-168) 26) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-20, 2-6=-20, 6-11=-50, 11-38=-50, 31-32=-20, 31-40=-20, 40-41=-50, 30-41=-20, 30-42=-50, 42-43=-20, 27-43=-50, 25-26=-20, 23-44=-50, 21-44=-20, 18-20=-20 Trapezoidal Loads (plf) Vert: 38=-137(F=-88)-to-16=-200(F=-150), 16=-200(F=-150)-to-17=-217(F=-168) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss D1 Truss Type Common Supported Gable Qty 1 Ply 1 WF52 Job Reference (optional) I38530444 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:01 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-S2BeSlV0eZVbSj3lByYVr0XRuebJNLg55h8njJydm8i Scale = 1:52.8 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 2x4 3x4 4x4 3x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 14-3-8 14-3-8 -1-0-8 1-0-8 7-1-12 7-1-12 14-3-8 7-1-12 15-3-8 1-0-0 1-1-08-2-121-1-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.09 0.07 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 79 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 14-3-8. (lb) - Max Horz 21=158(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 12, 18, 19, 15, 14 except 21=-121(LC 8), 20=-164(LC 12), 13=-156(LC 13) Max Grav All reactions 250 lb or less at joint(s) 21, 12, 16, 18, 19, 20, 15, 14, 13 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-8 to 1-11-8, Exterior(2) 1-11-8 to 7-1-12, Corner(3) 7-1-12 to 10-1-12, Exterior(2) 10-1-12 to 15-3-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) All bearings are assumed to be User Defined crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 18, 19, 15, 14 except (jt=lb) 21=121, 20=164, 13=156. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss D2 Truss Type Common Qty 2 Ply 1 WF52 Job Reference (optional) I38530445 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:03 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-ORJPtRXG9AlJh1D8INbzxRcgQRDwrGFOY?duoCydm8g Scale = 1:53.7 1 2 3 4 5 8 7 6 9 10 11 12 4x4 3x4 5x8 3x4 6x8 6x8 7-1-12 7-1-12 14-3-8 7-1-12 -1-0-8 1-0-8 7-1-12 7-1-12 14-3-8 7-1-12 15-3-8 1-0-0 1-1-08-2-121-1-012.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-2-0,0-1-12], [4:0-3-8,Edge], [7:0-4-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.53 0.38 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.15 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 69 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)8=631/0-3-8, 6=629/0-3-8 Max Horz 8=158(LC 11) Max Uplift 8=-81(LC 12), 6=-80(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-548/118, 3-4=-548/118, 2-8=-570/152, 4-6=-567/150 BOT CHORD 7-8=-322/453, 6-7=-220/382 WEBS 3-7=-10/306, 2-7=-208/331, 4-7=-206/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 7-1-12, Exterior(2) 7-1-12 to 10-1-12, Interior(1) 10-1-12 to 15-3-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) The Fabrication Tolerance at joint 2 = 4%, joint 4 = 4% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 6. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss E1 Truss Type GABLE COMMON Qty 1 Ply 1 WF52 Job Reference (optional) I38530446 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:05 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-KqR9I7YWhn?1xKNWQodR0shv6FoYJ1wh0J6?s4ydm8e Scale = 1:78.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 40 39 38 37 36 35 34 33 32 30 29 28 27 26 2543 41 42 45 44 46 47 31 48 49 3x6 3x6 3x10 6x8 3x6 3x6 4x6 3x4 3x4 5x10 5x6 5x6 5x6 4x4 4x4 5x8 3x10 0-3-12 0-3-12 9-0-4 8-8-8 14-6-3 5-5-15 14-6-4 0-0-1 14-8-0 0-1-12 20-0-12 5-4-12 28-11-15 8-11-3 36-6-4 7-6-5 -1-2-12 1-2-12 4-7-14 4-7-14 9-0-4 4-4-6 14-6-4 5-6-0 20-0-12 5-6-8 25-7-4 5-6-8 30-11-0 5-3-12 36-6-4 5-7-4 37-6-4 1-0-0 0-11-1210-0-012-0-01-1-02-0-012-0-012.00 12 Plate Offsets (X,Y)-- [8:0-3-4,Edge], [19:0-5-4,0-2-0], [23:0-7-9,0-0-2], [28:0-3-0,0-1-12], [30:0-5-8,0-2-8], [45:0-4-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.91 0.75 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.88 0.03 (loc) 25-27 25-27 23 l/defl >702 >298 n/a L/d 240 180 n/a PLATES MT20 Weight: 290 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 8-15: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 30-35: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-40: 2x8 SP No.2 OTHERS 2x4 SPF No.2 SLIDER Right 2x8 SP No.2 -H 4-1-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc purlins, except 2-0-0 oc purlins (3-1-0 max.): 8-19. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 29-30. WEBS 1 Row at midpt 19-27, 7-36, 9-34, 10-33, 11-32, 13-28, 13-30 JOINTS 1 Brace at Jt(s): 41, 42, 44, 45 REACTIONS.All bearings 14-2-7 except (jt=length) 29=0-3-8, 23=0-3-8, 31=0-3-8. (lb) - Max Horz 40=249(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 39, 34 except 29=-121(LC 8), 23=-283(LC 13), 37=-174(LC 12), 33=-123(LC 9), 32=-381(LC 20), 40=-145(LC 12), 38=-127(LC 12), 31=-287(LC 8) Max Grav All reactions 250 lb or less at joint(s) 39, 37, 36, 34, 33, 32, 40, 38 except 29=318(LC 20), 23=968(LC 20), 31=1017(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-6=-270/329, 6-7=-389/460, 7-8=-357/416, 8-9=-316/384, 9-10=-316/384, 10-11=-316/384, 11-12=-316/384, 12-13=-319/383, 13-14=-438/399, 14-16=-438/399, 16-17=-438/399, 17-18=-438/399, 18-19=-438/399, 19-21=-995/554, 21-23=-1038/390 BOT CHORD 29-30=-411/171, 12-30=-180/668, 27-28=-177/374, 25-27=-99/476, 23-25=-146/636 WEBS 19-25=-285/625, 21-25=-363/337, 28-43=-247/260, 13-43=-276/335, 44-45=-466/95, 41-44=-394/64, 41-42=-367/44, 19-42=-389/49, 28-30=-265/452, 27-45=0/306, 14-45=-54/490, 13-30=-1555/687 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-12 to 2-5-1, Interior(1) 2-5-1 to 9-0-4, Exterior(2) 9-0-4 to 14-0-0, Interior(1) 14-0-0 to 25-7-4, Exterior(2) 25-7-4 to 30-11-10, Interior(1) 30-11-10 to 37-6-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 2-0-0 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, with BCDL = 10.0psf. 9) All bearings are assumed to be User Defined crushing capacity of 425 psi. Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss E1 Truss Type GABLE COMMON Qty 1 Ply 1 WF52 Job Reference (optional) I38530446 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:05 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-KqR9I7YWhn?1xKNWQodR0shv6FoYJ1wh0J6?s4ydm8e NOTES- 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 29, 23, 39, 37, 34, 33, 32, 40, and 38. This connection is for uplift only and does not consider lateral forces. 11) H10A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 31. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss E2 Truss Type Piggyback Base Qty 2 Ply 1 WF52 Job Reference (optional) I38530447 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:07 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-HCYvipanDPFlAeXvXDfv5HnOS2Yjn_UzTdb6xzydm8c Scale = 1:85.9 1 2 3 4 5 6 7 8 9 10 11 12 13 21 20 19 18 17 16 15 14 22 23 24 25 26 27 28 5x6 5x6 3x6 6x8 3x6 5x10 4x6 3x4 3x6 6x8 3x4 3x10 3x4 2x4 4x6 3x4 5x10 5x6 5x6 0-3-12 0-3-12 9-0-4 8-8-8 14-6-4 5-6-0 14-8-0 0-1-12 21-9-1 7-1-1 28-11-15 7-2-14 36-6-4 7-6-5 -1-2-12 1-2-12 4-7-14 4-7-14 9-0-4 4-4-6 14-6-4 5-6-0 20-0-12 5-6-8 25-7-4 5-6-8 30-11-0 5-3-12 36-6-4 5-7-4 37-6-4 1-0-0 0-11-1210-0-012-0-01-1-02-0-012-0-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-4], [3:0-3-0,0-3-0], [4:0-4-4,0-1-12], [8:0-6-4,0-1-12], [12:0-7-9,0-0-2], [18:0-5-12,0-4-0], [19:0-4-12,0-3-0], [20:0-2-5,0-0-0], [21:0-2-9,0-1-8], [21:0-1-12,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.34 0.45 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.31 0.02 (loc) 14-16 19-20 12 l/defl >999 >556 n/a L/d 240 180 n/a PLATES MT20 Weight: 229 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Right 2x8 SP No.2 -H 4-1-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 4-11-13 oc bracing: 17-18 6-0-0 oc bracing: 16-17. 1 Row at midpt 5-18 WEBS 1 Row at midpt 4-19, 7-18, 8-16 REACTIONS.(lb/size)17=1417/0-3-8, 12=944/0-3-8, 20=691/0-4-8 Max Horz 20=225(LC 11) Max Uplift 17=-289(LC 9), 12=-173(LC 13), 20=-113(LC 12) Max Grav 17=1417(LC 1), 12=947(LC 24), 20=694(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-355/286, 3-4=-427/333, 4-5=-292/284, 7-8=-419/241, 8-10=-884/346, 10-12=-985/215, 2-21=-334/283 BOT CHORD 19-20=-200/378, 17-18=-1359/373, 5-18=-672/258, 14-16=-25/443, 12-14=-49/597 WEBS 3-20=-341/96, 5-19=-179/372, 16-18=-71/406, 7-18=-622/108, 7-16=-42/333, 8-14=-210/506, 10-14=-299/257 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-2-12 to 2-5-1, Interior(1) 2-5-1 to 9-0-4, Exterior(2) 9-0-4 to 14-2-4, Interior(1) 14-2-4 to 25-7-4, Exterior(2) 25-7-4 to 30-11-10, Interior(1) 30-11-10 to 37-6-4 zone; cantilever left and right exposed ; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17, 12, and 20. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss E3 Truss Type Piggyback Base Qty 2 Ply 1 WF52 Job Reference (optional) I38530448 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:08 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-lO6Iw9bP_iNcoo655xA8eUJZHSsrWRW7iHKfTPydm8b Scale = 1:74.1 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 2x4 4x8 3x4 6x8 3x6 8x8 2x4 3x4 3x6 3x10 3x4 3x4 5x6 5x10 5x6 5x6 7-8-8 7-8-8 7-10-4 0-1-12 14-11-5 7-1-1 22-2-3 7-2-14 29-8-8 7-6-5 2-2-8 2-2-8 7-8-8 5-6-0 13-3-0 5-6-8 18-9-8 5-6-8 24-1-4 5-3-12 29-8-8 5-7-4 7-9-810-0-012-0-01-1-02-0-012-0-012.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-1-0], [6:0-6-4,0-1-12], [7:0-3-0,0-3-0], [9:0-7-9,0-0-2], [14:0-2-12,Edge], [15:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.33 0.59 0.56 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.45 0.02 (loc) 14-15 14-15 9 l/defl >481 >207 n/a L/d 240 180 n/a PLATES MT20 Weight: 200 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Right 2x8 SP No.2 -H 4-1-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-6. BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. Except: 1 Row at midpt 3-14 WEBS 1 Row at midpt 2-14, 5-14, 6-12, 1-15, 2-15 REACTIONS.(lb/size)15=267/0-3-8, 13=1239/0-3-8, 9=860/0-3-8 Max Horz 15=-317(LC 13) Max Uplift 15=-112(LC 13), 13=-171(LC 9), 9=-125(LC 13) Max Grav 15=299(LC 20), 13=1239(LC 1), 9=860(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-374/193, 6-7=-866/309, 7-9=-954/166 BOT CHORD 14-15=-195/295, 13-14=-1176/190, 3-14=-354/129, 10-12=-18/437, 9-10=-20/579 WEBS 12-14=-46/433, 5-14=-658/163, 5-12=-81/354, 6-10=-216/512, 7-10=-303/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 6-5-7, Interior(1) 6-5-7 to 18-9-8, Exterior(2) 18-9-8 to 23-0-7, Interior(1) 23-0-7 to 29-8-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15, 13, and 9. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss F1 Truss Type Common Qty 3 Ply 1 WF52 Job Reference (optional) I38530449 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:09 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-Dbgg7Vb1l0VTPyhHfehNAisf0sIkFxtGxx4C?sydm8a Scale = 1:57.6 1 2 3 4 7 6 5 8 9 10 11 2x4 5x6 2x4 4x4 3x4 4x8 5-2-12 5-2-12 10-5-8 5-2-12 2-8-8 2-8-8 10-5-8 7-9-0 11-5-8 1-0-0 6-1-88-10-01-1-012.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [3:0-2-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.65 0.22 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.07 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 64 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-5: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-7 REACTIONS.(lb/size)5=482/0-4-8, 7=399/0-3-8 Max Horz 7=-215(LC 13) Max Uplift 5=-33(LC 9), 7=-125(LC 13) Max Grav 5=482(LC 1), 7=406(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-387/207, 3-5=-439/207 BOT CHORD 5-6=-276/440 WEBS 2-6=-265/245, 2-7=-357/222, 3-6=-414/435 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 5-8-8, Interior(1) 5-8-8 to 11-5-8 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 7. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G01 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 2 WF52 Job Reference (optional) I38530450 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:48:41 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6JObuh2k3LtAKtlq0d77sMUuRtH57Y95U?7w7Zyd4Qa Scale = 1:87.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 2137383940414243444546 5x9 6x10 5x6 5x6 3x6 4x9 2x4 2x4 5x9 5x9 2x4 2x4 4x9 4x6 4x6 4x6 3x4 4x9 3x4 2x4 2x4 6x8 2x4 4x6 3x8 8x8 3x4 2x4 4x6 3x4 3x4 4x6 3x6 1-0-0 1-0-0 2-3-8 1-3-8 7-3-8 5-0-0 10-3-8 3-0-0 13-3-8 3-0-0 17-1-9 3-10-1 20-11-11 3-10-1 24-9-12 3-10-1 28-4-10 3-6-14 31-11-8 3-6-14 34-8-0 2-8-8 39-6-4 4-10-4 44-8-0 5-1-12 -1-0-8 1-0-8 1-0-0 1-0-0 2-3-8 1-3-8 4-9-8 2-6-0 7-3-8 2-6-0 10-3-8 3-0-0 13-3-8 3-0-0 17-1-9 3-10-1 20-11-11 3-10-1 24-9-12 3-10-1 28-4-10 3-6-14 31-11-8 3-6-14 34-8-0 2-8-8 39-6-4 4-10-4 44-8-0 5-1-12 45-8-0 1-0-0 0-11-06-11-159-3-00-11-01-0-06-11-1510.00 12 Plate Offsets (X,Y)-- [2:0-1-7,0-1-12], [6:0-7-4,0-2-0], [10:0-1-12,0-0-0], [11:0-2-8,0-3-0], [11:0-0-0,0-1-12], [17:0-1-8,0-1-8], [22:0-4-0,0-4-8], [26:0-4-0,0-3-12], [30:0-2-12,0-2-0] , [33:0-3-12,0-3-4], [36:0-0-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.29 0.36 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.06 -0.13 0.07 (loc) 30-31 32-33 26 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 604 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 4-34,8-29: 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Right 2x4 SPF No.2 -à 3-3-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-14. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 24-26,23-24,22-23. REACTIONS.(lb/size)36=1906/0-3-8, 26=3818/0-3-8, 19=433/0-3-8 Max Horz 36=181(LC 7) Max Uplift 36=-924(LC 8), 26=-1934(LC 8), 19=-303(LC 28) Max Grav 36=1917(LC 19), 26=3818(LC 1), 19=735(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1315/665, 3-4=-3327/1749, 4-5=-3395/1821, 5-6=-2200/1247, 6-7=-1801/1128, 7-8=-1662/1103, 8-9=-1654/1099, 9-10=-1009/767, 10-11=-577/1216, 11-12=-577/1216, 12-13=-577/1216, 13-14=-494/492, 14-15=-518/451, 15-16=-533/421, 16-17=-544/394, 17-18=-662/389, 18-19=-800/370, 2-36=-1183/579 BOT CHORD 35-36=-500/829, 33-34=-339/598, 33-37=-1054/1918, 37-38=-1054/1918, 32-38=-1054/1918, 32-39=-907/1662, 31-39=-907/1662, 31-40=-1039/1828, 30-40=-1039/1828, 29-30=-207/277, 28-43=-321/350, 43-44=-321/350, 27-44=-321/350, 27-45=-321/350, 45-46=-321/350, 26-46=-321/350, 25-26=-705/541, 24-25=-705/541, 23-24=-705/541, 22-23=-335/446, 21-22=-194/520, 19-21=-194/520 WEBS 5-33=-610/1146, 5-32=-449/265, 6-32=-476/962, 6-31=-411/383, 7-30=-297/52, 28-30=-617/966, 9-30=-645/1236, 9-28=-1260/622, 10-28=-1057/1792, 10-27=-374/500, 10-26=-2524/1577, 13-26=-1120/286, 13-23=-295/902, 14-23=-691/248, 14-22=-332/611, 15-22=-476/501, 17-22=-365/192, 3-35=-1569/840, 33-35=-506/838, 3-33=-964/1856 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G01 Truss Type ROOF SPECIAL GIRDER Qty 1 Ply 2 WF52 Job Reference (optional) I38530450 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:48:41 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6JObuh2k3LtAKtlq0d77sMUuRtH57Y95U?7w7Zyd4Qa NOTES- 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 924 lb uplift at joint 36, 1934 lb uplift at joint 26 and 303 lb uplift at joint 19. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 183 lb up at 2-1-12, 201 lb down and 77 lb up at 4-0-12, 201 lb down and 128 lb up at 6-0-12, 208 lb down and 178 lb up at 8-0-12, 208 lb down and 178 lb up at 10-0-12, 208 lb down and 178 lb up at 12-0-12, 251 lb down and 237 lb up at 14-0-12, 251 lb down and 237 lb up at 16-0-12, 251 lb down and 237 lb up at 18-0-12, 251 lb down and 237 lb up at 20-0-12, and 251 lb down and 237 lb up at 22-0-12, and 212 lb down and 178 lb up at 24-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-6=-60, 6-14=-60, 14-15=-60, 15-20=-60, 34-36=-20, 30-33=-20, 19-29=-20 Concentrated Loads (lb) Vert: 34=-242(F) 31=-201(F) 37=-201(F) 38=-201(F) 39=-201(F) 40=-201(F) 41=-201(F) 42=-201(F) 43=-201(F) 44=-201(F) 45=-201(F) 46=-208(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G02 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 2 WF52 Job Reference (optional) I38530451 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:49:50 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-ba3hNHt0pYZO6UW4ZdtI9wqV7hkUol1FLFL423yd4PV Scale = 1:86.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 26 25 24 23 22 21 20 19 18 17 16 27 28 29 30 31 32 33 34 35 6x6 5x9 5x6 5x6 3x4 5x6 3x8 6x6 10x10 3x4 3x4 3x6 2x4 4x9 2x4 2x4 6x10 3x8 3x6 3x6 5x6 3x8 3x6 3x6 3x6 3-7-8 3-7-8 6-11-8 3-4-0 9-7-8 2-8-0 11-3-8 1-8-0 18-7-10 7-4-2 27-8-0 9-0-6 36-8-6 9-0-6 45-10-0 9-1-10 -1-0-0 1-0-0 2-3-8 2-3-8 4-3-8 2-0-0 6-11-8 2-8-0 9-7-8 2-8-0 11-3-8 1-8-0 14-11-9 3-8-1 18-7-10 3-8-1 24-7-14 6-0-4 30-8-2 6-0-4 36-8-6 6-0-4 41-1-7 4-5-1 45-10-0 4-8-9 0-11-04-5-1512-0-04-4-111-5-212-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [5:0-4-4,0-2-0], [7:0-5-4,0-2-8], [9:0-2-4,0-1-8], [10:0-4-4,0-2-0], [12:0-3-0,0-3-0], [13:0-4-4,0-2-0], [21:0-4-8,0-3-0], [23:0-4-0,0-5-0], [26:0-3-0,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.99 0.73 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.63 0.26 (loc) 19-21 19-21 16 l/defl >999 >871 n/a L/d 240 180 n/a PLATES MT20 Weight: 570 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 2-26,23-26: 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -à 1-8-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals, and 2-0-0 oc purlins (5-3-2 max.): 5-7, 10-13. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 11-21, 12-17 REACTIONS.(lb/size)2=2801/0-3-8, 16=1923/0-3-8 Max Horz 2=231(LC 8) Max Uplift 2=-557(LC 8), 16=-187(LC 9) Max Grav 2=2801(LC 1), 16=2018(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5026/1137, 3-4=-4928/1133, 4-5=-5248/1205, 5-6=-5472/1077, 6-7=-5471/1077, 7-8=-5839/973, 8-9=-5839/1060, 9-10=-2636/454, 10-11=-1983/383, 11-12=-1942/300, 12-13=-1307/242, 13-14=-1764/261 BOT CHORD 2-27=-984/3414, 26-27=-993/3476, 26-28=-951/3766, 28-29=-951/3765, 25-29=-951/3763, 24-25=-1208/6366, 23-24=-1211/6376, 21-22=-39/274, 21-30=-321/2009, 20-30=-321/2009, 20-31=-321/2009, 19-31=-321/2009, 19-32=-262/1782, 18-32=-262/1782, 18-33=-262/1782, 17-33=-262/1782, 17-34=-85/1028, 34-35=-85/1028, 16-35=-85/1028 WEBS 4-26=-171/1015, 5-26=-468/1332, 5-25=-316/2415, 7-25=-1517/48, 7-23=-3345/682, 21-23=-431/2482, 9-23=-836/3952, 9-21=-1875/497, 10-21=-225/1424, 11-19=-439/147, 12-19=-93/680, 12-17=-1100/258, 13-17=-105/836, 14-17=-120/578, 14-16=-2003/181 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 187 lb uplift at joint 16. Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G02 Truss Type PIGGYBACK BASE GIRDE Qty 1 Ply 2 WF52 Job Reference (optional) I38530451 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:49:50 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-ba3hNHt0pYZO6UW4ZdtI9wqV7hkUol1FLFL423yd4PV NOTES- 11) Two RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use USP JL26 (With 6-16d nails into Girder & 4-10d x 1-1/2 nails into Truss) or equivalent at 5-3-4 from the left end to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) "NAILED" indicates 3-10d Nails (0.148" x 3") toe-nails per NDS guidelines. 16) Double installations of RT4 require the two hurricane ties to be installed on opposite sides of top plate to avoid nail interference in single ply truss. 17) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-7=-60, 7-10=-60, 10-13=-60, 13-15=-60, 2-26=-20, 23-26=-20, 16-22=-20 Concentrated Loads (lb) Vert: 27=-96(F) 28=-96(F) 29=-820(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G03 Truss Type Half Hip Girder Qty 3 Ply 1 WF52 Job Reference (optional) I38530452 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:33 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-WC7lAiu45OX3IeWv3h7?8mrrjXWNtsJoSguUsTydm8C Scale = 1:17.3 1 2 3 4 5 7 6 8 9 4x8 2x4 4x4 3x10 4x4 2x4 TJC37 Special LU24 1-6-0 1-6-0 6-0-0 4-6-0 -1-0-0 1-0-0 1-6-0 1-6-0 6-0-0 4-6-0 1-1-02-5-1412.00 12 Plate Offsets (X,Y)-- [2:0-7-5,0-0-6], [4:0-5-6,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.35 0.09 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 0.00 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 1-7-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=262/Mechanical, 2=335/0-3-8 Max Horz 2=92(LC 8) Max Uplift 6=-163(LC 5), 2=-151(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-333/188 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=163. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 1-5-15 from the left end to connect truss(es) to back face of bottom chord, skewed 39.8 deg.to the right, sloping 0.0 deg. down. 12) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 4-0-12 from the left end to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb down and 73 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G03 Truss Type Half Hip Girder Qty 3 Ply 1 WF52 Job Reference (optional) I38530452 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:33 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-WC7lAiu45OX3IeWv3h7?8mrrjXWNtsJoSguUsTydm8C LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 2-6=-20 Concentrated Loads (lb) Vert: 7=-12(B) 8=-28(B) 9=-28(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G04 Truss Type Hip Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530453 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:35 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-SbFVbOvLd?nnXxgHA59TEBx6rL6gLgd5v_NbwLydm8A Scale = 1:43.8 1 2 3 4 5 6 7 8 9 14 13 12 11 101516171819 20 3x10 3x6 4x8 4x4 4x6 3x4 2x4 4x4 3x10 3x4 2x4 5x8 3x6 LU24 LU24 LU24 Special Special Special LU24 LU24 LU24 3-10-2 3-10-2 7-4-13 3-6-10 12-7-3 5-2-6 16-1-14 3-6-10 20-0-0 3-10-2 3-10-2 3-10-2 7-4-13 3-6-10 12-7-3 5-2-6 16-1-14 3-6-10 20-0-0 3-10-2 21-0-0 1-0-0 0-11-07-1-00-11-07-1-010.00 12 Plate Offsets (X,Y)-- [1:0-5-8,Edge], [3:0-1-8,0-1-8], [4:0-6-4,0-2-0], [5:0-2-4,0-2-0], [6:0-1-8,0-1-8], [8:0-5-3,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.69 0.49 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.14 0.05 (loc) 11-12 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 114 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -H 2-5-8, Right 2x4 SPF No.2 -H 2-5-8 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, except 2-0-0 oc purlins (4-7-1 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 7-9-1 oc bracing. WEBS 1 Row at midpt 4-11 REACTIONS.(lb/size)1=1762/0-3-8, 8=1822/0-3-8 Max Horz 1=-134(LC 4) Max Uplift 1=-947(LC 8), 8=-962(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2201/1189, 3-4=-1761/1079, 4-5=-1368/893, 5-6=-1764/1080, 6-8=-2178/1179 BOT CHORD 1-14=-872/1601, 12-14=-872/1601, 11-12=-769/1370, 10-11=-784/1534, 8-10=-784/1534 WEBS 3-14=-170/413, 3-12=-359/236, 4-12=-614/902, 5-11=-599/887, 6-11=-341/227, 6-10=-153/379 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 8. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 7-10-8 oc max. starting at 2-0-12 from the left end to 17-11-4 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 251 lb down and 237 lb up at 8-0-12, and 251 lb down and 237 lb up at 9-11-4, and 251 lb down and 237 lb up at 11-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G04 Truss Type Hip Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530453 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:35 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-SbFVbOvLd?nnXxgHA59TEBx6rL6gLgd5v_NbwLydm8A LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-9=-60, 1-8=-20 Concentrated Loads (lb) Vert: 13=-209(F) 14=-209(F) 10=-209(F) 15=-242(F) 16=-201(F) 17=-201(F) 18=-201(F) 19=-209(F) 20=-242(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G05 Truss Type HIP GIRDER Qty 1 Ply 2 WF52 Job Reference (optional) I38530454 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:50:31 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-uT1BzINk98kZWn9zSk6vJZ1XoDjEuJVIm7ml_Byd4Os Scale = 1:77.6 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 27 26 25 24 23 22 21 20 19 18 17 16282930313233343536373839404142 43 8x8 3x6 8x8 4x9 4x6 5x9 3x8 5x9 3x4 2x4 4x6 5x9 2x4 3x8 2x4 4x9 2x4 5x9 2x4 2x4 5x9 4x6 3x4 2x4 5x9 5x9 3-9-8 3-9-8 7-3-8 3-6-0 12-4-14 5-1-5 17-4-7 4-11-9 22-4-0 4-11-9 27-3-9 4-11-9 32-3-2 4-11-9 37-4-8 5-1-5 40-10-8 3-6-0 44-8-0 3-9-8 -1-0-0 1-0-0 3-9-8 3-9-8 7-3-8 3-6-0 12-4-14 5-1-5 17-4-7 4-11-9 22-4-0 4-11-9 27-3-9 4-11-9 32-3-2 4-11-9 37-4-8 5-1-5 40-10-8 3-6-0 44-8-0 3-9-8 0-11-06-11-150-11-06-11-1510.00 12 Plate Offsets (X,Y)-- [2:0-5-7,0-0-4], [4:0-1-8,0-1-8], [5:0-4-12,0-1-12], [10:0-4-8,0-3-0], [12:0-4-12,0-1-12], [13:0-1-8,0-1-8], [15:0-5-7,0-0-3] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.92 0.72 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.32 -0.60 0.17 (loc) 21-23 21-23 15 l/defl >999 >887 n/a L/d 240 180 n/a PLATES MT20 Weight: 530 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 12-15: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -à 2-5-1, Right 2x4 SPF No.2 -à 2-5-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except 2-0-0 oc purlins (4-5-15 max.): 5-12. BOT CHORD Rigid ceiling directly applied or 7-9-10 oc bracing. REACTIONS.(lb/size)15=4001/Mechanical, 2=4114/0-3-8 Max Horz 2=132(LC 5) Max Uplift 15=-2180(LC 4), 2=-2207(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5300/2924, 3-4=-5231/2940, 4-5=-5046/3007, 5-6=-5642/3496, 6-7=-5641/3497, 7-8=-7087/4311, 8-9=-7087/4311, 9-10=-7087/4311, 10-11=-5629/3308, 11-12=-5630/3308, 12-13=-5027/2865, 13-14=-5223/2924, 14-15=-5296/2910 BOT CHORD 2-28=-2230/3810, 27-28=-2230/3810, 27-29=-2230/3810, 26-29=-2230/3810, 26-30=-2366/3878, 30-31=-2366/3878, 31-32=-2366/3878, 25-32=-2366/3878, 24-25=-4155/6702, 24-33=-4155/6702, 23-33=-4155/6702, 23-34=-4155/6702, 34-35=-4155/6702, 22-35=-4155/6702, 21-22=-4155/6702, 21-36=-3966/6689, 36-37=-3966/6689, 20-37=-3966/6689, 20-38=-3962/6682, 19-38=-3962/6682, 18-19=-3962/6682, 18-39=-2164/3862, 39-40=-2164/3862, 40-41=-2164/3862, 17-41=-2164/3862, 17-42=-2079/3785, 16-42=-2079/3785, 16-43=-2079/3785, 15-43=-2079/3785 WEBS 4-26=-297/300, 5-26=-395/636, 5-25=-1923/2921, 6-25=-285/145, 7-25=-1798/1127, 7-23=-522/723, 7-21=-335/671, 9-21=-294/115, 10-21=-593/771, 10-20=-368/608, 10-18=-1801/1183, 11-18=-280/142, 12-18=-1788/2919, 12-17=-411/629 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 15 User Defined crushing capacity of 425 psi. Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G05 Truss Type HIP GIRDER Qty 1 Ply 2 WF52 Job Reference (optional) I38530454 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:50:31 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-uT1BzINk98kZWn9zSk6vJZ1XoDjEuJVIm7ml_Byd4Os NOTES- 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2180 lb uplift at joint 15. 11) Two LUGT2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Minimum of a double stud required directly beneath this truss to attach LUGT2 tiedown. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 159 lb up at 2-0-12, 209 lb down and 78 lb up at 4-0-12, 209 lb down and 134 lb up at 6-0-12, 251 lb down and 237 lb up at 8-0-12, 251 lb down and 237 lb up at 10-0-12, 251 lb down and 237 lb up at 12-0-12, 251 lb down and 237 lb up at 14-0-12, 251 lb down and 237 lb up at 16-0-12, 251 lb down and 237 lb up at 18-0-12, 251 lb down and 237 lb up at 20-0-12, 251 lb down and 237 lb up at 22-0-12, 207 lb down and 177 lb up at 22-7-4, 207 lb down and 177 lb up at 24-7-4, 207 lb down and 177 lb up at 26-7-4, 207 lb down and 177 lb up at 28-7-4, 207 lb down and 177 lb up at 30-7-4, 207 lb down and 177 lb up at 32-7-4, 207 lb down and 177 lb up at 34-7-4, 207 lb down and 177 lb up at 36-7-4, 207 lb down and 177 lb up at 38-7-4, and 207 lb down and 177 lb up at 40-7-4, and 207 lb down and 177 lb up at 42-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-12=-60, 12-15=-60, 2-15=-20 Concentrated Loads (lb) Vert: 24=-201(B) 27=-209(B) 21=-402(B) 16=-201(B) 19=-201(B) 28=-242(B) 29=-209(B) 30=-201(B) 31=-201(B) 32=-201(B) 33=-201(B) 34=-201(B) 35=-201(B) 36=-201(B) 37=-201(B) 38=-201(B) 39=-201(B) 40=-201(B) 41=-201(B) 42=-201(B) 43=-201(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G06 Truss Type COMMON GIRDER Qty 1 Ply 3 WF52 Job Reference (optional) I38530455 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:51:04 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-QpXfvamRNHuu_sAIuACf9WvCYW0x7Dg9MlG?enyd4OL Scale = 1:49.7 1 2 3 4 5 6 7 8 11 10 9121314 15 4x6 4x9 3x6 4x9 3x6 10x10 3x4 2x8 3x4 2x8 3-8-10 3-8-10 7-1-12 3-5-2 10-6-14 3-5-2 14-3-8 3-8-10 -1-0-8 1-0-8 3-8-10 3-8-10 7-1-12 3-5-2 10-6-14 3-5-2 14-3-8 3-8-10 1-1-08-2-121-1-012.00 12 Plate Offsets (X,Y)-- [2:0-5-5,0-1-4], [4:0-0-12,0-1-8], [6:0-0-12,0-1-8], [8:0-5-5,0-1-4], [9:0-4-8,0-1-0], [10:0-5-0,0-6-0], [11:0-4-8,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.79 0.59 0.54 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.12 0.02 (loc) 10-11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 312 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -à 2-6-14, Right 2x4 SPF No.2 -à 2-6-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)8=6006/0-3-8, 2=4479/0-3-8 Max Horz 2=155(LC 24) Max Uplift 8=-1416(LC 8), 2=-1503(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5491/1937, 3-4=-5422/1953, 4-5=-4958/1680, 5-6=-4943/1682, 6-7=-6624/1671, 7-8=-6693/1656 BOT CHORD 2-11=-1307/3612, 11-12=-1307/3612, 10-12=-1307/3612, 10-13=-1062/4403, 13-14=-1062/4403, 9-14=-1062/4403, 9-15=-1062/4403, 8-15=-1062/4403 WEBS 5-10=-2261/6568, 6-10=-1620/34, 6-9=-18/2754, 4-10=-248/336, 4-11=-465/567 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 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) All bearings are assumed to be User Defined crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1416 lb uplift at joint 8 and 1503 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3981 lb down and 2200 lb up at 6-1-8, 1766 lb down and 213 lb up at 8-0-12, and 1885 lb down and 201 lb up at 10-0-12, and 1915 lb down and 210 lb up at 12-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G06 Truss Type COMMON GIRDER Qty 1 Ply 3 WF52 Job Reference (optional) I38530455 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:51:04 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-QpXfvamRNHuu_sAIuACf9WvCYW0x7Dg9MlG?enyd4OL LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-5=-60, 5-8=-60, 2-8=-20 Concentrated Loads (lb) Vert: 12=-3981(F) 13=-1766(F) 14=-1766(F) 15=-1766(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G07 Truss Type Half Hip Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530456 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:41 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-HlcmrR_6DrXwFs7RXMGtTSBChmFGlTN_Iwqv8?ydm84 Scale = 1:16.8 1 2 3 4 5 7 6 8 9 4x8 2x4 4x4 3x10 4x4 2x4 TJC37 Special LU24 1-6-0 1-6-0 6-0-0 4-6-0 -1-0-0 1-0-0 1-6-0 1-6-0 6-0-0 4-6-0 1-1-02-7-012.00 12 Plate Offsets (X,Y)-- [2:0-7-5,0-0-6], [4:0-6-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.35 0.09 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 0.00 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 1-6-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=262/Mechanical, 2=335/0-3-8 Max Horz 2=76(LC 8) Max Uplift 6=-139(LC 5), 2=-139(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-317/180 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=139. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 1-5-15 from the left end to connect truss(es) to front face of bottom chord, skewed 39.8 deg.to the left, sloping 0.0 deg. down. 11) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 4-0-12 from the left end to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 60 lb down and 73 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 14) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G07 Truss Type Half Hip Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530456 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:41 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-HlcmrR_6DrXwFs7RXMGtTSBChmFGlTN_Iwqv8?ydm84 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 2-6=-20 Concentrated Loads (lb) Vert: 7=-12(F) 8=-28(F) 9=-28(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G08 Truss Type Jack-Closed Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530457 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:42 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-lxA83n?k_9fnt0id44n60fjR99XcUup7WaaSgRydm83 Scale = 1:26.1 1 2 3 6 5 4 2x4 4x4 2x4 8x8 4x4 4x4 Special 1-7-0 1-7-0 3-6-0 1-11-0 1-7-0 1-7-0 3-6-0 1-11-0 1-1-04-7-03-2-81-4-83-4-01-3-012.00 12 5.14 12 Plate Offsets (X,Y)-- [1:0-1-4,0-2-0], [2:0-1-0,0-2-0], [5:0-4-0,0-4-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.11 0.28 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)6=1005/0-3-8, 4=840/Mechanical Max Horz 6=97(LC 23) Max Uplift 6=-80(LC 4), 4=-181(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-895/84, 1-2=-1072/98 BOT CHORD 4-5=-167/845 WEBS 1-5=-67/752, 2-5=-119/1015, 2-4=-834/165 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 6 User Defined crushing capacity of 425 psiJoint 6 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=181. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1589 lb down and 197 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 5=-1589(F) September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G09 Truss Type Half Hip Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530458 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:43 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-D7kWG70MlTneUAHqenJLYtGcCZxlDOmGlEJ0Ctydm82 Scale: 3/4"=1' 1 2 3 4 7 6 5 4x4 2x4 2x4 5x6 3x4 2x4 2-1-8 2-1-8 3-6-0 1-4-8 -1-0-0 1-0-0 1-6-0 1-6-0 3-6-0 2-0-0 1-1-02-7-01-9-90-9-712.00 12 5.14 12 Plate Offsets (X,Y)-- [3:0-2-8,0-2-0], [6:0-3-0,0-3-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.09 0.03 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=116/Mechanical, 7=209/0-3-8 Max Horz 7=72(LC 12) Max Uplift 5=-34(LC 9), 7=-19(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 7 User Defined crushing capacity of 425 psiJoint 7 SPF Stud/No.3 crushing capacity of 425 psi, Joint 5 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G10 Truss Type Hip Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530459 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:44 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-hKHvTS0_VmvV6Ks0CUqa54pkfzBYypCQ_u3ZlKydm81 Scale = 1:36.4 1 2 3 4 5 6 7 8 9 12 11 101314151617 18 19 4x8 4x8 3x10 4x4 4x4 2x4 2x4 8x10 2x4 3x10 4x4 4x4 LU24 LU24 LU24 LU24 LU24 LU24 LU24 4-10-0 4-10-0 7-9-0 2-11-0 10-8-0 2-11-0 15-6-0 4-10-0 -1-0-0 1-0-0 4-10-0 4-10-0 7-9-0 2-11-0 10-8-0 2-11-0 15-6-0 4-10-0 16-6-0 1-0-0 1-1-05-11-01-1-05-11-012.00 12 Plate Offsets (X,Y)-- [2:0-7-1,0-0-10], [4:0-6-4,0-1-12], [6:0-6-4,0-1-12], [8:0-7-1,0-0-10], [11:0-3-8,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.30 0.44 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.07 0.02 (loc) 2-12 8-10 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 97 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 3-6-13, Right 2x6 SPF No.2 -H 3-6-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, except 2-0-0 oc purlins (5-8-8 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 9-7-14 oc bracing. REACTIONS.(lb/size)2=1444/0-4-8, 8=1436/0-4-8 Max Horz 2=-113(LC 6) Max Uplift 2=-678(LC 5), 8=-671(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1482/725, 4-5=-1044/588, 5-6=-1044/588, 6-8=-1468/715 BOT CHORD 2-12=-533/918, 11-12=-543/934, 10-11=-488/924, 8-10=-480/910 WEBS 4-12=-371/581, 4-11=-214/289, 6-11=-231/309, 6-10=-349/553 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 8. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 13-5-4 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-9=-60, 2-8=-20 Concentrated Loads (lb) Vert: 13=-249(B) 14=-209(B) 15=-201(B) 16=-201(B) 17=-201(B) 18=-209(B) 19=-249(B) September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G11 Truss Type Half Hip Girder Qty 4 Ply 1 WF52 Job Reference (optional) I38530460 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:46 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-diPfu82E1OADLd0OJvs2AVu6?nzzQkhjRBYgpCydm8? Scale = 1:19.6 1 2 3 4 5 7 6 8 9 4x8 2x4 4x4 3x6 3x4 2x4 LU24 LU24 2-7-3 2-7-3 6-0-0 3-4-13 -1-0-0 1-0-0 2-7-3 2-7-3 6-0-0 3-4-13 0-11-03-1-010.00 12 Plate Offsets (X,Y)-- [4:0-6-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.19 0.06 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.01 0.00 (loc) 7 7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -H 1-8-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=269/Mechanical, 2=345/0-3-8 Max Horz 2=115(LC 23) Max Uplift 6=-169(LC 5), 2=-150(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-296/137 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=169. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 11) Fill all nail holes where hanger is in contact with lumber. 12) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 2-6=-20 Concentrated Loads (lb) Vert: 8=-57(F) 9=-28(F) September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G12 Truss Type Half Hip Girder Qty 4 Ply 1 WF52 Job Reference (optional) I38530461 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:47 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6vz16U3tohI4znabtdNHjjRIMAJs9CxsgrHDLfydm8_ Scale: 3/4"=1' 1 2 3 4 5 6 2x4 2x4 3x10 4x4 TJC37 2-0-0 2-0-0 -1-0-0 1-0-0 1-6-0 1-6-0 2-0-0 0-6-0 1-1-02-7-012.00 12 Plate Offsets (X,Y)-- [2:0-7-5,0-0-6] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 2 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 1-7-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=74/Mechanical, 2=154/0-4-8 Max Horz 2=101(LC 8) Max Uplift 5=-107(LC 8) Max Grav 5=106(LC 29), 2=154(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 5 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=107. 7) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 1-6-0 from the left end to connect truss(es) to front face of bottom chord, skewed 39.8 deg.to the left, sloping 0.0 deg. down. 8) Fill all nail holes where hanger is in contact with lumber. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 2-5=-20 Concentrated Loads (lb) Vert: 6=-20(F) September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G13 Truss Type Hip Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530462 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:48 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-a5XPJq3VZ?Qxbx9nRKuWFwzJuaXtuUT0vV1nt5ydm7z Scale = 1:41.7 1 2 3 4 5 6 7 8 9 10 15 14 13 12 1116171819202122 23 24 4x8 4x6 5x10 4x4 4x4 4x6 2x4 4x8 2x4 2x4 4x4 3x10 5x10 4x4 4x4 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 4-8-14 4-8-14 8-11-9 4-2-11 13-0-7 4-0-15 17-3-2 4-2-11 22-0-0 4-8-14 -1-0-0 1-0-0 4-8-14 4-8-14 8-11-9 4-2-11 13-0-7 4-0-15 17-3-2 4-2-11 22-0-0 4-8-14 23-0-0 1-0-0 1-1-05-9-141-1-05-9-1412.00 12 Plate Offsets (X,Y)-- [2:0-7-9,0-0-2], [4:0-6-4,0-1-12], [7:0-4-4,0-1-12], [9:0-7-9,0-0-2], [11:0-1-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.74 0.54 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.09 -0.17 0.05 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 130 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 3-6-0, Right 2x6 SPF No.2 -H 3-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc purlins, except 2-0-0 oc purlins (3-10-4 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. REACTIONS.(lb/size)2=2002/0-3-8, 9=2001/0-3-8 Max Horz 2=112(LC 26) Max Uplift 2=-1041(LC 8), 9=-1040(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2207/1213, 4-5=-2003/1221, 5-6=-2002/1222, 6-7=-1442/891, 7-9=-2206/1212 BOT CHORD 2-15=-829/1406, 13-15=-838/1421, 12-13=-1164/1999, 11-12=-1164/1999, 9-11=-767/1406 WEBS 4-15=-366/568, 4-13=-635/984, 5-13=-264/138, 6-12=-339/492, 6-11=-969/626, 7-11=-814/1313 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 9. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 19-11-4 to connect truss(es) to front face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 7-10=-60, 2-9=-20 Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss G13 Truss Type Hip Girder Qty 1 Ply 1 WF52 Job Reference (optional) I38530462 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:48 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-a5XPJq3VZ?Qxbx9nRKuWFwzJuaXtuUT0vV1nt5ydm7z LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 14=-201(F) 16=-249(F) 17=-209(F) 18=-201(F) 19=-201(F) 20=-201(F) 21=-201(F) 22=-201(F) 23=-209(F) 24=-249(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H01 Truss Type Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530463 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:51 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-_gDYxs6NswoVSPuM6TSDtZbqgoTz5w_SbTFRTQydm7w Scale = 1:94.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 29 28 27 26 25 24 23 22 21 20 19 18 30 31 32 33 34 35 36 37 38 39 3x6 5x6 3x6 6x8 3x6 3x4 2x4 4x6 8x10 2x4 4x4 3x6 3x4 3x4 4x8 3x4 3x4 3x4 3x4 2x4 5x8 4x4 4x4 4x6 4x6 4x8 5x10 3x6 1-0-0 1-0-0 2-3-8 1-3-8 7-1-11 4-10-3 13-3-8 6-1-13 21-0-12 7-9-4 28-10-0 7-9-4 36-7-4 7-9-4 44-8-0 8-0-12 -1-0-8 1-0-8 1-0-0 1-0-0 2-3-8 1-3-8 7-1-11 4-10-3 11-11-14 4-10-3 13-3-8 1-3-10 19-9-1 6-5-9 26-2-10 6-5-9 32-8-2 6-5-9 38-6-5 5-10-3 44-8-0 6-1-11 45-8-0 1-0-0 0-11-010-10-140-11-01-0-010-10-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [4:0-2-12,0-2-0], [6:0-1-8,0-1-8], [7:0-4-4,0-2-0], [12:0-6-4,0-2-0], [16:Edge,0-0-0], [20:0-1-8,0-1-8], [22:0-1-4,0-1-12], [24:0-4-8,0-2-4], [26:0-6-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.77 0.84 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.52 0.27 (loc) 20-22 20-22 16 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 268 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7,13-17: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Right 2x6 SPF No.2 -H 4-0-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-7 max.): 7-12. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-1-9 oc bracing: 25-26. 1 Row at midpt 8-24 WEBS 1 Row at midpt 6-24, 9-24, 9-22, 11-22, 11-20 REACTIONS.(lb/size)29=1852/0-3-8, 16=1841/0-3-8 Max Horz 29=213(LC 11) Max Uplift 29=-201(LC 12), 16=-198(LC 13) Max Grav 29=1852(LC 1), 16=1859(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1362/225, 3-4=-3109/457, 4-6=-2598/420, 6-7=-2141/424, 7-8=-1735/397, 8-9=-1734/398, 9-11=-1868/425, 11-12=-1754/401, 12-14=-2253/481, 14-16=-2414/388, 2-29=-1753/311 BOT CHORD 4-26=-107/360, 25-26=-532/2513, 24-25=-346/1930, 8-24=-254/117, 20-22=-256/1838, 18-20=-147/1509, 16-18=-202/1703 WEBS 4-25=-660/238, 6-25=-24/381, 6-24=-517/202, 7-24=-227/1155, 22-24=-294/1813, 9-24=-420/170, 11-20=-571/211, 12-20=-172/765, 12-18=-184/540, 3-28=-1527/265, 26-28=-299/1093, 3-26=-267/1549, 2-28=-139/1085 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-8 to 3-5-2, Interior(1) 3-5-2 to 11-11-14, Exterior(2) 11-11-14 to 18-3-11 , Interior(1) 18-3-11 to 32-8-2, Exterior(2) 32-8-2 to 38-11-15, Interior(1) 38-11-15 to 45-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 29 and 16. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H02 Truss Type Half Hip Qty 2 Ply 1 WF52 Job Reference (optional) I38530464 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:52 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-Ssmw9C7?dEwM3ZTYgAzSQm86LBxVqTKbq7?_0sydm7v Scale = 1:26.2 1 2 3 4 5 6 7 2x4 3x4 3x10 5x6 4x4 6-0-0 6-0-0 -1-0-0 1-0-0 3-2-0 3-2-0 6-0-0 2-10-0 1-1-04-1-112.00 12 Plate Offsets (X,Y)-- [2:0-7-1,0-0-10], [4:0-0-0,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.20 0.37 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.21 0.00 (loc) 2-6 2-6 6 l/defl >997 >332 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 2-5-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=229/Mechanical, 2=299/0-3-8 Max Horz 2=156(LC 12) Max Uplift 6=-93(LC 9), 2=-35(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-0, Exterior(2) 3-2-0 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H03 Truss Type Half Hip Qty 2 Ply 1 WF52 Job Reference (optional) I38530465 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:53 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-w3KIMX7dOX2Dhi2lEtUhy_gDJbHlZvfl2nkXYIydm7u Scale = 1:35.3 1 2 3 4 5 6 7 4x4 2x4 3x4 3x10 5x6 5x6 6-0-0 6-0-0 -1-0-0 1-0-0 4-8-1 4-8-1 6-0-0 1-3-15 1-1-05-9-112.00 12 Plate Offsets (X,Y)-- [2:0-7-1,0-0-10], [4:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.50 0.37 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.21 0.00 (loc) 2-6 2-6 6 l/defl >997 >332 n/a L/d 240 180 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 3-6-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=229/Mechanical, 2=299/0-3-8 Max Horz 2=221(LC 12) Max Uplift 6=-157(LC 12) Max Grav 6=255(LC 19), 2=299(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-8-1, Exterior(2) 4-8-1 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=157. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H04 Truss Type HIP Qty 1 Ply 1 WF52 Job Reference (optional) I38530466 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:52:33 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-JxPJa0rGQd6F9XUPcMIXGH4YRONOUYlFq6KCG7yd4My Scale = 1:54.9 1 2 3 4 5 6 7 8 9 18 19 20 21 5x9 4x6 4x6 5x9 2x4 5x9 4x6 2x4 9-9-10 9-9-10 10-0-0 0-2-6 20-0-0 10-0-0 5-0-9 5-0-9 9-9-10 4-9-1 10-0-0 0-2-6 10-2-6 0-2-6 14-11-7 4-9-1 20-0-0 5-0-9 21-0-0 1-0-0 0-11-09-1-00-11-010.00 12 Plate Offsets (X,Y)-- [1:Edge,0-0-0], [7:Edge,0-0-0], [9:0-4-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.25 0.68 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.40 0.03 (loc) 9-12 9-12 1 l/defl >999 >608 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -à 1-6-0, Right 2x6 SPF No.2 -à 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=799/0-3-8, 7=862/0-3-8 Max Horz 1=-170(LC 8) Max Uplift 1=-190(LC 12), 7=-208(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-694/0, 2-18=-904/261, 3-18=-764/274, 3-19=-723/252, 4-19=-674/276, 4-20=-674/273, 5-20=-723/249, 5-21=-762/270, 6-21=-903/248, 6-7=-672/0 BOT CHORD 1-9=-194/721, 7-9=-116/637 WEBS 3-9=-300/235, 4-9=-200/609, 5-9=-299/234 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Exterior(2) 10-0-0 to 14-2-15, Interior(1) 14-2-15 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 7. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H05 Truss Type Half Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530467 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:56 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-Ld0R?ZAWhSQoYAmJv01OacIpfpMOmGZBklzC9dydm7r Scale = 1:28.0 1 2 3 4 5 9 8 7 6 2x4 4x8 2x4 3x4 4x4 3x4 3x4 3x10 2-3-8 2-3-8 6-0-0 3-8-8 -1-0-0 1-0-0 2-3-8 2-3-8 3-0-1 0-8-9 6-0-0 2-11-15 1-1-04-1-13-1-11-0-04-1-112.00 12 Plate Offsets (X,Y)-- [3:0-1-4,0-1-8], [4:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.17 0.12 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)6=221/Mechanical, 9=304/0-3-8 Max Horz 9=118(LC 12) Max Uplift 6=-57(LC 9), 9=-21(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-297/131 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 3-0-1, Exterior(2) 3-0-1 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 9 User Defined crushing capacity of 425 psiJoint 9 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H06 Truss Type Half Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530468 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:04:57 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pqapCvA8RmYfAKLWTjZd7qr_lCiWViNKzPilh3ydm7q Scale = 1:35.3 1 2 3 4 5 9 8 7 6 2x4 4x8 2x4 4x4 4x4 3x4 3x4 3x10 2-3-8 2-3-8 6-0-0 3-8-8 -1-0-0 1-0-0 2-3-8 2-3-8 4-8-1 2-4-9 6-0-0 1-3-15 1-1-05-9-14-9-11-0-05-9-112.00 12 Plate Offsets (X,Y)-- [3:0-0-12,0-2-0], [4:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.15 0.12 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)6=221/Mechanical, 9=304/0-3-8 Max Horz 9=168(LC 12) Max Uplift 6=-108(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-292/100 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 4-8-1, Exterior(2) 4-8-1 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 9 User Defined crushing capacity of 425 psiJoint 9 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=108. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H07 Truss Type Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530469 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:00 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-DPFyqxD0khwE1n458s6KlSTJhQYqiyanfNxPIOydm7n Scale = 1:80.1 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 14 21 22 23 24 25 26 27 28 29 5x6 3x6 5x6 5x8 4x4 4x4 5x8 4x4 4x4 4x8 3x10 5x6 3x4 3x4 3x4 3x4 3x4 3x10 2x4 4x8 4x6 9-7-1 9-7-1 18-1-0 8-5-15 26-7-0 8-6-0 35-0-15 8-5-15 44-8-0 9-7-1 -1-0-0 1-0-0 4-11-4 4-11-4 9-7-1 4-7-12 15-11-8 6-4-8 22-4-0 6-4-8 28-8-8 6-4-8 35-0-15 6-4-8 39-8-12 4-7-12 44-8-0 4-11-4 0-11-08-10-140-11-08-10-1410.00 12 Plate Offsets (X,Y)-- [2:Edge,0-0-0], [4:0-3-0,0-3-0], [5:0-3-0,0-2-1], [10:0-4-4,0-2-0], [13:Edge,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.94 0.85 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.72 0.19 (loc) 18-20 13-14 13 l/defl >999 >746 n/a L/d 240 180 n/a PLATES MT20 Weight: 230 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 10-13: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 15-17,17-19: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 3-3-9, Right 2x6 SPF No.2 -H 3-3-9 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-6-15 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 9-5-3 oc bracing. WEBS 1 Row at midpt 6-20, 7-18, 7-16, 9-14 REACTIONS.(lb/size)13=1786/Mechanical, 2=1847/0-3-8 Max Horz 2=170(LC 9) Max Uplift 13=-193(LC 8), 2=-197(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2355/401, 4-5=-2160/414, 5-6=-1642/362, 6-7=-2348/458, 7-9=-2348/461, 9-10=-1644/362, 10-11=-2163/421, 11-13=-2358/409 BOT CHORD 2-20=-334/1640, 18-20=-387/2229, 16-18=-398/2425, 14-16=-334/2230, 13-14=-225/1643 WEBS 5-20=-156/1061, 6-20=-1046/255, 6-18=-55/527, 7-18=-251/114, 7-16=-251/114, 9-16=-55/526, 9-14=-1043/254, 10-14=-160/1062 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 9-7-1, Exterior(2) 9-7-1 to 15-11-8, Interior(1) 15-11-8 to 35-0-15, Exterior(2) 35-0-15 to 41-4-12, Interior(1) 41-4-12 to 44-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 13 User Defined crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=193. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H08 Truss Type Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530470 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:03 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-e_x4TyFv1cJouFpgp_f1M55sPdXavK6DLL93vjydm7k Scale = 1:80.6 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 14 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 3x6 6x8 3x6 6x8 5x8 4x4 4x4 4x6 3x4 2x4 4x8 2x4 3x4 4x4 3x4 5x6 5x8 4x4 4x4 4x6 3x6 9-1-5 9-1-5 17-11-2 8-9-13 26-8-15 8-9-13 35-6-12 8-9-13 44-8-0 9-1-4 -1-0-0 1-0-0 6-1-11 6-1-11 11-11-14 5-10-3 18-10-10 6-10-12 25-9-6 6-10-12 32-8-2 6-10-12 38-6-5 5-10-3 44-8-0 6-1-11 0-11-010-10-140-11-010-10-1410.00 12 Plate Offsets (X,Y)-- [2:Edge,0-0-0], [6:0-6-4,0-2-0], [10:0-6-4,0-2-0], [11:0-3-0,0-3-0], [13:Edge,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.78 0.98 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.60 0.19 (loc) 18-20 16-18 13 l/defl >999 >890 n/a L/d 240 180 n/a PLATES MT20 Weight: 237 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-5,11-13: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 4-0-15, Right 2x6 SPF No.2 -H 4-0-15 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-6-6 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-18, 9-18, 9-16 REACTIONS.(lb/size)2=1847/0-3-8, 13=1786/Mechanical Max Horz 2=208(LC 9) Max Uplift 2=-199(LC 12), 13=-181(LC 13) Max Grav 2=1946(LC 2), 13=1904(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2524/392, 4-6=-2343/459, 6-7=-1985/419, 7-9=-2017/432, 9-10=-2002/421, 10-11=-2358/462, 11-13=-2538/398 BOT CHORD 2-20=-314/1785, 18-20=-260/1608, 16-18=-262/2033, 14-16=-149/1619, 13-14=-211/1798 WEBS 6-20=-148/554, 6-18=-190/833, 7-18=-435/164, 9-16=-498/219, 10-16=-190/846, 10-14=-147/552 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 11-11-14, Exterior(2) 11-11-14 to 18-3-11, Interior(1) 18-3-11 to 32-8-2, Exterior(2) 32-8-2 to 38-11-15, Interior(1) 38-11-15 to 44-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 13 User Defined crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=181. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H09 Truss Type Half Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530471 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:04 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6AVTgIGXovRfWPOsNhBGvIeBt11IeuQMa?vdRAydm7j Scale = 1:27.2 1 2 3 4 5 6 7 2x4 3x4 3x10 5x6 4x4 6-0-0 6-0-0 -1-0-0 1-0-0 3-2-0 3-2-0 6-0-0 2-10-0 1-1-04-3-012.00 12 Plate Offsets (X,Y)-- [2:0-7-1,0-0-10], [4:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.16 0.37 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.21 0.00 (loc) 2-6 2-6 6 l/defl >997 >332 n/a L/d 240 180 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 2-6-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=229/Mechanical, 2=299/0-3-8 Max Horz 2=126(LC 12) Max Uplift 6=-58(LC 9), 2=-17(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-2-0, Exterior(2) 3-2-0 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H10 Truss Type Half Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530472 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:06 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-2ZdD5_HnKXhNliXEU6Dk_jjTCrjo6n6f2JOkV2ydm7h Scale = 1:36.2 1 2 3 4 5 6 7 8 4x4 2x4 3x4 3x10 5x6 5x6 6-0-0 6-0-0 -1-0-0 1-0-0 4-10-0 4-10-0 6-0-0 1-2-0 1-1-05-11-012.00 12 Plate Offsets (X,Y)-- [2:0-7-1,0-0-10], [4:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.43 0.37 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.21 0.00 (loc) 2-6 2-6 6 l/defl >997 >332 n/a L/d 240 180 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 3-8-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=229/Mechanical, 2=299/0-3-8 Max Horz 2=177(LC 12) Max Uplift 6=-114(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-0, Exterior(2) 4-10-0 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=114. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H11 Truss Type Half Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530473 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:07 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-WlAbIKIP5qpENs6R2qkzXxGi0E7FrFTpGz7H2Uydm7g Scale = 1:24.4 1 2 3 5 4 6 2x4 2x4 3x4 3x4 -1-0-0 1-0-0 3-2-0 3-2-0 3-6-0 0-4-0 1-1-04-3-02-10-81-4-83-0-01-3-012.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8], [4:0-2-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.17 0.10 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=209/0-3-8, 4=116/Mechanical Max Horz 5=127(LC 12) Max Uplift 4=-103(LC 12) Max Grav 5=209(LC 1), 4=136(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=103. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H13 Truss Type Half Hip Qty 4 Ply 1 WF52 Job Reference (optional) I38530474 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:09 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-S8IMj0KgdS3ycAGpAEmRcMLye2kVJ865kGcO6Nydm7e Scale: 3/8"=1' 1 2 3 4 5 6 7 8 4x4 2x4 3x4 3x10 4x4 4x4 6-0-0 6-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 6-0-0 1-0-0 0-11-05-1-010.00 12 Plate Offsets (X,Y)-- [2:0-6-7,Edge], [4:0-2-0,0-1-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.48 0.37 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.21 0.00 (loc) 2-6 2-6 6 l/defl >997 >332 n/a L/d 240 180 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 3-4-15 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=229/Mechanical, 2=299/0-3-8 Max Horz 2=194(LC 12) Max Uplift 6=-137(LC 12), 2=-14(LC 12) Max Grav 6=253(LC 19), 2=299(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-0, Exterior(2) 5-0-0 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 6 User Defined crushing capacity of 425 psi. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=137. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H14 Truss Type Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530475 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:10 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-wKskxLLIOlBpEKr0jyIg8Zu6ZS3q2ZkFzwMxepydm7d Scale = 1:45.4 1 2 3 4 5 6 7 8 9 12 11 10 13 14 15 16 17 18 4x6 4x6 5x10 5x6 5x6 4x4 3x4 3x4 3x4 5x10 5x6 5x6 7-5-3 7-5-3 14-6-14 7-1-11 22-0-0 7-5-2 -1-0-0 1-0-0 6-4-1 6-4-1 11-0-0 4-7-15 15-7-15 4-7-15 22-0-0 6-4-1 23-0-0 1-0-0 1-1-07-5-11-1-07-5-112.00 12 Plate Offsets (X,Y)-- [2:0-7-9,0-0-2], [4:0-4-4,0-1-12], [6:0-4-4,0-1-12], [8:0-7-9,0-0-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.53 0.43 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.23 0.03 (loc) 10-12 2-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 123 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 4-9-0, Right 2x8 SP No.2 -H 4-9-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-13 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=940/0-3-8, 8=940/0-3-8 Max Horz 2=143(LC 11) Max Uplift 2=-203(LC 12), 8=-203(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-962/277, 4-5=-619/296, 5-6=-619/295, 6-8=-962/277 BOT CHORD 2-12=-152/600, 10-12=-165/703, 8-10=-91/569 WEBS 4-12=-76/369, 6-10=-76/369 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-4-1, Exterior(2) 6-4-1 to 10-6-15, Interior(1) 10-6-15 to 15-7-15, Exterior(2) 15-7-15 to 19-10-14, Interior(1) 19-10-14 to 23-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 8. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H15 Truss Type Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530476 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:11 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-PWQ68hLw83JgrTQCHfpvhmQHrsO9n2tOBa5UBGydm7c Scale = 1:52.1 1 2 3 4 5 6 7 8 11 10 9 12 13 14 15 16 6x8 4x6 5x10 5x6 5x6 3x4 2x4 3x4 5x10 5x6 5x6 8-0-1 8-0-1 13-11-15 5-11-14 22-0-0 8-0-1 -1-0-0 1-0-0 8-0-1 8-0-1 13-11-15 5-11-14 22-0-0 8-0-1 23-0-0 1-0-0 1-1-09-1-11-1-09-1-112.00 12 Plate Offsets (X,Y)-- [2:0-7-9,0-0-2], [4:0-4-12,0-1-8], [5:0-4-4,0-1-12], [7:0-7-9,0-0-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.56 0.49 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.37 0.03 (loc) 2-11 2-11 7 l/defl >999 >719 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 4-5: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 5-11-2, Right 2x8 SP No.2 -H 5-11-2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 REACTIONS.(lb/size)2=940/0-3-8, 7=940/0-3-8 Max Horz 2=-175(LC 10) Max Uplift 2=-210(LC 12), 7=-210(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-928/262, 4-5=-601/308, 5-7=-927/262 BOT CHORD 2-11=-120/584, 9-11=-119/587, 7-9=-64/545 WEBS 4-11=0/285, 5-9=-34/285 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-0-1, Exterior(2) 8-0-1 to 12-2-15, Interior(1) 12-2-15 to 13-11-15, Exterior(2) 13-11-15 to 18-2-14, Interior(1) 18-2-14 to 23-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 7. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H16 Truss Type Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530477 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:12 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-ti_UM1MYvNRXTd?OrNK8E_zW_FkPWQIYQEr2jiydm7b Scale = 1:60.5 1 2 3 4 5 6 7 8 9 10 11 12 15 14 13 16 17 18 19 20 21 22 23 3x4 5x8 4x8 3x4 5x10 5x6 5x6 3x4 3x10 2x4 3x4 2x4 5x10 5x6 5x6 7-5-3 7-5-3 14-6-14 7-1-11 22-0-0 7-5-2 -1-0-0 1-0-0 4-11-12 4-11-12 9-8-1 4-8-4 12-3-15 2-7-14 17-0-4 4-8-4 22-0-0 4-11-12 23-0-0 1-0-0 1-1-010-9-11-1-010-9-112.00 12 Plate Offsets (X,Y)-- [2:0-7-9,0-0-2], [6:0-5-4,0-2-0], [7:0-4-8,0-1-0], [11:0-7-9,0-0-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.28 0.48 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.22 0.03 (loc) 13-15 11-13 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 136 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 3-8-9, Right 2x8 SP No.2 -H 3-8-9 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-15 REACTIONS.(lb/size)2=940/0-3-8, 11=940/0-3-8 Max Horz 2=208(LC 11) Max Uplift 2=-213(LC 12), 11=-213(LC 13) Max Grav 2=1027(LC 19), 11=1032(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1101/284, 4-6=-989/395, 6-7=-576/312, 7-9=-999/397, 9-11=-1110/284 BOT CHORD 2-15=-172/772, 13-15=-43/540, 11-13=-80/680 WEBS 4-15=-310/290, 6-15=-184/462, 7-13=-229/536, 9-13=-315/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-8-1, Exterior(2) 9-8-1 to 16-6-14, Interior(1) 16-6-14 to 23-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 11. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H17 Truss Type Roof Special Qty 1 Ply 1 WF52 Job Reference (optional) I38530478 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:14 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-p56EmjOoR_hFix9nyoMcJP2id3ID_HxrtYK9oaydm7Z Scale = 1:88.8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 30 29 28 27 26 25 24 23 22 21 20 19 31 32 33 34 35 36 37 38 39 3x6 6x8 3x6 6x10 3x6 3x4 2x4 2x4 6x8 6x8 2x4 4x4 4x6 3x4 5x8 3x4 3x4 4x4 4x8 2x4 5x8 4x4 4x4 4x6 4x6 4x8 3x6 4x4 1-0-0 1-0-0 2-3-8 1-3-8 7-9-8 5-6-0 13-3-8 5-6-0 21-0-12 7-9-4 28-10-0 7-9-4 36-7-4 7-9-4 44-8-0 8-0-12 -1-0-8 1-0-8 1-0-0 1-0-0 2-3-8 1-3-8 6-1-8 3-10-0 9-7-1 3-5-9 13-3-8 3-8-7 20-3-6 6-11-14 27-3-3 6-11-14 34-3-1 6-11-14 34-8-0 0-4-15 39-6-4 4-10-4 44-8-0 5-1-12 45-8-0 1-0-0 0-11-08-10-149-3-00-11-01-0-08-10-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [7:0-6-4,0-2-0], [12:0-5-4,0-3-0], [17:Edge,0-0-0], [23:0-3-0,0-2-4], [25:0-2-8,0-2-8], [27:0-2-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.91 0.91 0.56 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.67 0.29 (loc) 21-23 21-23 17 l/defl >999 >792 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Right 2x6 SPF No.2 -H 3-5-3 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-8-1 max.): 7-12. BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. Except: 1 Row at midpt 8-25 WEBS 1 Row at midpt 9-25, 9-23, 11-21, 12-19 REACTIONS.(lb/size)30=1852/0-3-8, 17=1841/0-3-8 Max Horz 30=175(LC 11) Max Uplift 30=-192(LC 9), 17=-184(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1363/222, 3-4=-3061/469, 4-6=-3183/548, 6-7=-2507/471, 7-8=-2195/433, 8-9=-2191/434, 9-11=-2310/457, 11-12=-2129/426, 12-13=-1298/301, 13-15=-2144/418, 15-17=-2362/374, 2-30=-1753/308 BOT CHORD 26-27=-375/1979, 25-26=-320/1741, 8-25=-340/128, 21-23=-335/2222, 19-21=-185/1647, 17-19=-200/1638 WEBS 7-26=-150/574, 7-25=-240/1052, 23-25=-381/2218, 9-25=-291/127, 9-23=-285/154, 11-21=-641/222, 12-21=-205/952, 12-19=-1506/345, 13-19=-328/1669, 3-29=-1548/279, 27-29=-284/1078, 3-27=-260/1475, 2-29=-140/1111, 6-26=-376/193, 6-27=-235/718 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-8 to 3-5-2, Interior(1) 3-5-2 to 9-7-1, Exterior(2) 9-7-1 to 14-0-10, Interior(1) 14-0-10 to 34-8-0, Exterior(2) 34-8-0 to 39-1-10, Interior(1) 39-1-10 to 45-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 30 and 17. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H18 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530479 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:16 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-lUD?BPP3zbxyyFI94DO4Oq71Ft08S9P7LspFsTydm7X Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 26 25 24 23 22 21 20 19 18 17 16 15 27 28 29 30 31 32 33 34 3x6 6x8 3x4 2x4 4x6 6x8 5x8 4x4 3x6 4x4 3x4 4x8 3x4 5x8 3x4 3x4 5x6 6x8 4x4 4x4 4x6 4x6 4x8 5x10 3x6 1-0-0 1-0-0 2-3-8 1-3-8 7-9-9 5-6-1 13-3-8 5-5-15 21-0-12 7-9-4 28-10-0 7-9-4 36-7-4 7-9-4 44-8-0 8-0-12 -1-0-8 1-0-8 1-0-0 1-0-0 2-3-8 1-3-8 7-9-9 5-6-1 13-3-10 5-6-1 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 37-10-7 6-6-1 44-8-0 6-9-9 45-8-0 1-0-0 0-11-012-0-00-11-01-0-012-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [4:0-2-4,0-2-0], [6:0-1-8,0-1-8], [7:0-5-12,0-2-8], [9:0-4-0,0-3-0], [10:0-6-4,0-2-0], [11:0-3-0,0-3-0], [17:0-1-12,0-1-8], [19:0-1-8,0-1-12], [21:0-2-12,0-2-8], [23:0-6-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.97 0.82 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.52 0.27 (loc) 17-19 17-19 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 266 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 10-11: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Right 2x6 SPF No.2 -H 4-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-3-4 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-1-10 oc bracing: 22-23. WEBS 1 Row at midpt 6-21, 8-21, 8-19, 9-19, 9-17 REACTIONS.(lb/size)26=1852/0-3-8, 13=1841/0-3-8 Max Horz 26=235(LC 11) Max Uplift 26=-210(LC 12), 13=-207(LC 13) Max Grav 26=1852(LC 1), 13=1878(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1363/223, 3-4=-3116/448, 4-6=-2561/414, 6-7=-2129/435, 7-8=-1551/382, 8-9=-1691/410, 9-10=-1606/390, 10-11=-2294/507, 11-13=-2438/381, 2-26=-1753/308 BOT CHORD 25-26=-227/273, 4-23=-106/376, 22-23=-532/2552, 21-22=-324/1891, 7-21=-170/985, 17-19=-216/1694, 15-17=-126/1471, 13-15=-192/1721 WEBS 4-22=-749/277, 6-22=-27/378, 6-21=-542/225, 19-21=-252/1620, 8-21=-477/201, 9-17=-527/202, 10-17=-154/702, 10-15=-237/629, 11-15=-302/273, 3-25=-1520/249, 23-25=-299/1131, 3-23=-266/1572, 2-25=-133/1078 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-8 to 3-5-2, Interior(1) 3-5-2 to 13-4-4, Exterior(2) 13-4-4 to 19-8-1, Interior(1) 19-8-1 to 31-4-6, Exterior(2) 31-4-6 to 37-8-3, Interior(1) 37-8-3 to 45-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 26 and 13. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H19 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530480 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:17 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-DgnNPlQhkv4pZOtMewwJx1gC?GMNBcfHaWYpOvydm7W Scale: 1/8"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 14 26 25 24 23 22 21 20 19 18 17 16 15 27 28 29 30 31 32 33 34 3x6 6x8 3x4 2x4 4x6 6x8 5x8 4x4 3x6 4x4 3x4 4x8 3x4 5x8 3x4 3x4 5x6 6x8 4x4 4x4 4x6 4x6 4x8 5x10 3x6 1-0-0 1-0-0 2-3-8 1-3-8 7-9-9 5-6-1 13-3-8 5-5-15 21-0-12 7-9-4 28-10-0 7-9-4 36-7-4 7-9-4 44-8-0 8-0-12 -1-0-8 1-0-8 1-0-0 1-0-0 2-3-8 1-3-8 7-9-9 5-6-1 13-3-10 5-6-1 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 37-10-7 6-6-1 44-8-0 6-9-9 45-8-0 1-0-0 0-11-012-0-00-11-01-0-012-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [4:0-2-4,0-2-0], [6:0-1-8,0-1-8], [7:0-5-12,0-2-8], [9:0-4-0,0-3-0], [10:0-6-4,0-2-0], [11:0-3-0,0-3-0], [17:0-1-12,0-1-8], [19:0-1-8,0-1-12], [21:0-2-12,0-2-8], [23:0-6-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.97 0.82 0.69 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.52 0.27 (loc) 17-19 17-19 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 266 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 10-11: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Right 2x6 SPF No.2 -H 4-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-3-4 max.): 7-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-1-10 oc bracing: 22-23. WEBS 1 Row at midpt 6-21, 8-21, 8-19, 9-19, 9-17 REACTIONS.(lb/size)26=1852/0-3-8, 13=1841/0-3-8 Max Horz 26=235(LC 11) Max Uplift 26=-210(LC 12), 13=-207(LC 13) Max Grav 26=1852(LC 1), 13=1878(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1363/223, 3-4=-3116/448, 4-6=-2561/414, 6-7=-2129/435, 7-8=-1551/382, 8-9=-1691/410, 9-10=-1606/390, 10-11=-2294/507, 11-13=-2438/381, 2-26=-1753/308 BOT CHORD 25-26=-227/273, 4-23=-106/376, 22-23=-532/2552, 21-22=-324/1891, 7-21=-170/985, 17-19=-216/1694, 15-17=-126/1471, 13-15=-192/1721 WEBS 4-22=-749/277, 6-22=-27/378, 6-21=-542/225, 19-21=-252/1620, 8-21=-477/201, 9-17=-527/202, 10-17=-154/702, 10-15=-237/629, 11-15=-302/273, 3-25=-1520/249, 23-25=-299/1131, 3-23=-266/1572, 2-25=-133/1078 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-8 to 3-5-2, Interior(1) 3-5-2 to 13-4-4, Exterior(2) 13-4-4 to 19-8-1, Interior(1) 19-8-1 to 31-4-6, Exterior(2) 31-4-6 to 37-8-3, Interior(1) 37-8-3 to 45-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 26 and 13. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H20 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530481 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:19 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-A3v7qQSxGWKXpi1klLyn0Slfi4?PfYGa1q1wToydm7U Scale = 1:80.4 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 23 24 25 26 27 28 29 30 3x6 6x8 6x8 3x6 5x8 4x4 4x4 4x6 3x4 2x4 4x8 2x4 5x8 4x4 3x4 2x4 5x8 4x4 4x4 4x6 3x6 9-1-5 9-1-5 17-11-2 8-9-13 26-8-15 8-9-13 35-6-12 8-9-13 44-8-0 9-1-4 6-9-9 6-9-9 13-3-10 6-6-1 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 37-10-7 6-6-1 44-8-0 6-9-9 0-11-012-0-00-11-012-0-010.00 12 Plate Offsets (X,Y)-- [1:Edge,0-0-0], [5:0-6-4,0-2-0], [7:0-4-0,0-3-0], [8:0-6-4,0-2-0], [12:Edge,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.57 0.97 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.55 0.18 (loc) 17-19 15-17 12 l/defl >999 >968 n/a L/d 240 180 n/a PLATES MT20 Weight: 252 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 5-7,7-8: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 4-6-1, Right 2x6 SPF No.2 -H 4-6-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-4 oc purlins, except 2-0-0 oc purlins (4-0-4 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-17, 7-17, 7-15 REACTIONS.(lb/size)1=1787/0-3-8, 12=1787/0-3-8 Max Horz 1=226(LC 11) Max Uplift 1=-190(LC 12), 12=-190(LC 13) Max Grav 1=1923(LC 2), 12=1932(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2565/392, 3-5=-2394/489, 5-6=-1825/405, 6-7=-1861/419, 7-8=-1839/405, 8-10=-2405/490, 10-12=-2577/392 BOT CHORD 1-19=-299/1850, 17-19=-237/1574, 15-17=-218/1874, 13-15=-130/1584, 12-13=-202/1827 WEBS 3-19=-292/262, 5-19=-201/650, 5-17=-170/754, 6-17=-376/144, 7-15=-456/211, 8-15=-170/766, 8-13=-201/646, 10-13=-292/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 4-5-10, Interior(1) 4-5-10 to 13-3-10, Exterior(2) 13-3-10 to 19-4-1, Interior(1) 19-4-1 to 31-4-6, Exterior(2) 31-4-6 to 37-11-2, Interior(1) 37-11-2 to 44-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 12. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H21 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530482 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:20 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-eFTW1mSZ1qSOQscxJ2T0YgImSUNMO_CjGUnT?Eydm7T Scale = 1:78.6 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 21 22 23 24 25 26 27 28 3x6 6x8 5x6 3x4 3x6 2x4 4x4 4x6 6x8 4x8 3x4 3x4 5x8 3x10 3x4 4x6 3x6 5-11-8 5-11-8 14-5-2 8-5-10 22-10-12 8-5-10 31-4-6 8-5-10 40-6-0 9-1-10 5-11-8 5-11-8 13-3-10 7-4-2 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 35-9-7 4-5-1 40-6-0 4-8-9 0-4-211-5-212-0-04-4-110-6-1412-0-010.00 12 Plate Offsets (X,Y)-- [1:0-5-12,0-0-15], [4:0-6-4,0-2-0], [6:0-4-0,0-3-0], [7:0-4-4,0-2-0], [8:0-1-12,0-1-8], [10:Edge,0-2-0], [17:0-6-4,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.82 0.86 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.65 0.13 (loc) 10-11 10-11 10 l/defl >999 >743 n/a L/d 240 180 n/a PLATES MT20 Weight: 239 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (4-7-14 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-17, 5-15, 5-13, 6-11, 8-10 REACTIONS.(lb/size)1=1609/Mechanical, 10=1609/0-3-8 Max Horz 1=207(LC 12) Max Uplift 1=-177(LC 12), 10=-145(LC 13) Max Grav 1=1609(LC 1), 10=1708(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2317/370, 2-4=-2363/572, 4-5=-1317/340, 5-6=-1457/350, 6-7=-1063/291, 7-8=-1451/333 BOT CHORD 1-17=-328/1714, 2-17=-453/327, 13-15=-234/1451, 11-13=-200/1389, 10-11=-121/852 WEBS 15-17=-200/1107, 4-17=-371/861, 4-15=-123/569, 5-15=-428/189, 6-13=-39/365, 6-11=-759/203, 7-11=-114/636, 8-11=-100/456, 8-10=-1648/244 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-8 to 4-2-2, Interior(1) 4-2-2 to 13-3-10, Exterior(2) 13-3-10 to 19-3-14, Interior(1) 19-3-14 to 31-4-6, Exterior(2) 31-4-6 to 37-1-2, Interior(1) 37-1-2 to 40-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: Joint 1 User Defined crushing capacity of 425 psi, Joint 10 User Defined crushing capacity of 425 psi, Joint 10 SPF Stud/No.3 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=177. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H22 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530483 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:54:18 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-l8F?cw77huKMFg0bFvg80RxL2jAOawLizxGFSXyd4LJ Scale = 1:98.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 32 33 34 35 36 37 38 39 40 41 42 6x8 3x6 5x6 3x6 6x10 3x6 4x6 2x4 2x4 2x4 6x8 2x4 2x4 3x4 6x10 3x6 3x6 3x8 2x4 6x8 6x12 3x4 8x8 4x9 10x10 4x6 4x6 4x9 4-1-8 4-1-8 13-3-10 9-2-2 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 36-10-7 6-5-15 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 -1-0-0 1-0-0 4-1-8 4-1-8 8-8-9 4-7-1 13-3-10 4-7-1 20-8-5 7-4-11 28-1-0 7-4-11 30-4-8 2-3-8 31-4-6 0-11-14 36-10-7 5-6-1 42-4-8 5-6-1 43-8-0 1-3-8 44-8-0 1-0-0 45-8-0 1-0-0 0-11-012-0-00-11-01-7-111-0-01-0-012-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-8,0-6-13], [2:0-3-9,0-0-0], [3:0-3-4,0-3-0], [4:0-2-8,0-1-8], [5:0-4-0,0-1-4], [9:0-2-0,0-2-12], [11:0-2-8,0-2-0], [15:0-2-14,0-2-0], [17:Edge,0-1-8], [20:0-2-4,Edge], [22:0-2-4,0-2-12], [26:0-8-4,0-4-0], [30:0-5-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.82 0.84 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.98 0.49 (loc) 29-30 29-30 17 l/defl >999 >541 n/a L/d 240 180 n/a PLATES MT20 Weight: 279 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 28-30,26-28: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 *Except* 2-31: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins, except end verticals, and 2-0-0 oc purlins (2-11-10 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-2-2 oc bracing: 30-31 6-0-0 oc bracing: 23-26,24-25. 1 Row at midpt 8-26 WEBS 1 Row at midpt 6-27, 3-31, 9-22, 9-11 REACTIONS.(lb/size)17=1840/0-3-8, 31=1846/0-3-8 Max Horz 31=232(LC 11) Max Uplift 17=-208(LC 13), 31=-209(LC 12) Max Grav 17=1843(LC 2), 31=1869(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-617/163, 3-32=-513/182, 3-33=-3597/590, 4-33=-3521/603, 4-5=-2345/439, 5-34=-2078/435, 6-34=-2077/436, 6-35=-2077/436, 7-35=-2077/436, 7-8=-2077/436, 8-9=-1931/412, 9-10=-436/218, 10-11=-688/217, 11-36=-3105/580, 12-36=-3189/577, 12-37=-3192/563, 13-37=-3245/557, 13-14=-3089/439, 14-15=-1371/222, 2-31=-577/190, 15-17=-1742/305 BOT CHORD 30-31=-524/3102, 30-38=-338/2051, 38-39=-338/2051, 29-39=-338/2051, 28-29=-257/1759, 28-40=-257/1759, 27-40=-257/1759, 27-41=-199/1940, 26-41=-199/1940, 8-26=-661/239, 22-42=-147/1695, 21-42=-147/1695, 20-21=-199/1958, 13-20=-304/195 WEBS 3-30=-24/413, 4-30=-324/1321, 4-29=-586/246, 5-29=-142/810, 5-27=-208/651, 6-27=-494/183, 8-27=-133/335, 22-26=-103/1735, 9-26=-259/1212, 9-21=-277/613, 11-21=-345/274, 11-20=-229/794, 3-31=-3410/359, 14-18=-1542/191, 18-20=-111/1066, 14-20=-200/1502, 15-18=-139/1110, 9-22=-373/66, 9-11=-1896/350 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 13-3-10, Exterior(2) 13-3-10 to 19-7-6, Interior(1) 19-7-6 to 31-3-12, Exterior(2) 31-3-12 to 37-7-9, Interior(1) 37-7-9 to 45-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 31 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint 17. Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H22 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530483 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:54:19 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-DKpNqG7lSCSDtqbnpdBNZeTWo7WdJNbrCb?o?zyd4LI NOTES- 9) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 31. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H23 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530484 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:24 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-W0i0t8V453yqvTviYuYyjWTPM5j2Kn4JB6lg8?ydm7P Scale = 1:84.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 24 23 22 21 20 19 18 17 25 26 27 28 29 30 31 32 33 34 35 36 3x6 6x8 3x6 6x8 3x6 6x8 4x8 6x8 3x6 2x4 4x4 3x6 2x4 4x4 3x4 3x4 3x4 8x8 4x8 2x4 6x8 4x4 4x4 2-1-8 2-1-8 10-9-5 8-7-13 19-5-3 8-7-14 28-1-0 8-7-13 36-2-12 8-1-12 44-8-0 8-5-4 -1-0-0 1-0-0 2-1-8 2-1-8 7-8-9 5-7-1 13-3-10 5-7-1 20-8-5 7-4-11 28-1-0 7-4-11 31-4-6 3-3-6 37-10-7 6-6-1 44-8-0 6-9-9 45-8-0 1-0-0 0-11-012-0-00-11-00-9-712-0-010.00 12 5.14 12 Plate Offsets (X,Y)-- [7:0-6-4,0-2-0], [11:0-6-4,0-2-0], [17:0-3-2,0-1-12], [20:0-2-12,Edge], [24:0-5-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.96 0.94 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.66 0.26 (loc) 20-21 20-21 15 l/defl >999 >813 n/a L/d 240 180 n/a PLATES MT20 Weight: 269 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-5,12-16: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 22-24,20-22: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 1-11-10, Right 2x6 SPF No.2 -H 4-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-2-8 max.): 7-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 8-6-8 oc bracing: 2-24 6-0-0 oc bracing: 17-19. 1 Row at midpt 10-20 WEBS 1 Row at midpt 8-21, 8-20 REACTIONS.(lb/size)2=1880/0-3-8, 15=2576/(0-3-8 + H10A Simpson Strong-Tie) (req. 0-4-1) Max Horz 2=-231(LC 10) Max Uplift 2=-206(LC 12), 15=-133(LC 13) Max Grav 2=1920(LC 2), 15=2576(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3561/461, 4-6=-2913/522, 6-7=-2443/470, 7-8=-1962/413, 8-10=-1832/403, 10-11=-1824/402, 11-13=-2454/495, 13-15=-2882/372 BOT CHORD 2-24=-477/2604, 23-24=-322/1978, 21-23=-249/1652, 20-21=-264/1984, 10-20=-337/134, 15-17=-182/1881 WEBS 4-24=-1/738, 6-24=-258/560, 6-23=-440/255, 7-23=-179/756, 7-21=-176/718, 8-21=-425/210, 8-20=-338/135, 17-20=-106/1580, 11-20=-220/914, 11-17=-225/661, 13-17=-492/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 13-3-10, Exterior(2) 13-3-10 to 19-7-6, Interior(1) 19-7-6 to 31-4-6, Exterior(2) 31-4-6 to 37-10-15, Interior(1) 37-10-15 to 45-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) H10A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15. This connection is for uplift only and does not consider lateral forces. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss.Continued on page 2 September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H23 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530484 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:24 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-W0i0t8V453yqvTviYuYyjWTPM5j2Kn4JB6lg8?ydm7P NOTES- 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-60, 7-11=-60, 11-28=-60, 15-16=-160(F=-100), 2-24=-20, 20-24=-20, 15-19=-20 Trapezoidal Loads (plf) Vert: 28=-160(F=-100)-to-15=-240(F=-180) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-50, 7-11=-50, 11-28=-50, 15-16=-137(F=-87), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Trapezoidal Loads (plf) Vert: 28=-137(F=-88)-to-15=-217(F=-167) 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-20, 7-11=-20, 11-28=-20, 15-16=-95(F=-75), 2-24=-40, 20-24=-40, 15-19=-40 Trapezoidal Loads (plf) Vert: 28=-95(F=-75)-to-15=-175(F=-155) 4) Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=35, 2-25=20, 7-25=15, 7-27=23, 11-27=18, 11-13=20, 13-28=15, 15-16=32(F=21), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-44, 2-25=-29, 7-25=-24, 11-13=29, 13-15=24, 15-16=19 Drag: 7-27=-0, 8-27=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=36(F=21)-to-15=-44(F=-59) 5) Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-26=15, 7-26=20, 7-9=18, 9-11=23, 11-28=15, 15-16=56(F=21), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-19, 2-26=-24, 7-26=-29, 11-14=24, 14-15=29, 15-16=44 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=36(F=21)-to-14=11(F=-5), 14=15(F=-5)-to-15=-39(F=-59) 6) Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-7=-44, 7-11=-29, 11-28=-44, 15-16=-119(F=-80), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=-19, 2-7=24, 11-15=-24, 15-16=-19 Drag: 7-8=0, 10-11=-0 Trapezoidal Loads (plf) Vert: 28=-123(F=-80)-to-15=-203(F=-160) 7) Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-39, 2-7=-44, 7-11=-29, 11-28=-44, 15-16=-80(F=-80), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=19, 2-7=24, 11-15=-24, 15-16=19 Drag: 7-8=0, 10-11=-0 Trapezoidal Loads (plf) Vert: 28=-123(F=-80)-to-15=-203(F=-160) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-7=-11, 7-11=22, 11-28=9, 15-16=24(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-8, 2-7=2, 11-15=17, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=29(F=20)-to-15=-51(F=-60) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-7=9, 7-11=22, 11-28=-11, 15-16=19(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-13, 2-7=-17, 11-15=-2, 15-16=8 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=9(F=20)-to-15=-71(F=-60) 10) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-27, 2-7=-31, 7-11=2, 11-28=-12, 15-16=-71(F=-64), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=7, 2-7=11, 11-15=8, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-75(F=-64)-to-15=-155(F=-144) 11) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 2-7=-12, 7-11=2, 11-28=-31, 15-16=-90(F=-64), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=-13, 2-7=-8, 11-15=-11, 15-16=-7 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-94(F=-64)-to-15=-174(F=-144) Continued on page 3 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H23 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530484 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:24 2019 Page 3 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-W0i0t8V453yqvTviYuYyjWTPM5j2Kn4JB6lg8?ydm7P LOAD CASE(S) Standard 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=17, 2-7=22, 7-11=9, 11-28=9, 15-16=24(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-26, 2-7=-30, 11-15=17, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=29(F=20)-to-15=-51(F=-60) 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-7=9, 7-11=9, 11-28=22, 15-16=37(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-13, 2-7=-17, 11-15=30, 15-16=26 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=42(F=20)-to-15=-38(F=-60) 14) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=17, 2-7=22, 7-11=9, 11-28=9, 15-16=24(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-26, 2-7=-30, 11-15=17, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=29(F=20)-to-15=-51(F=-60) 15) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-7=9, 7-11=9, 11-28=22, 15-16=37(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-13, 2-7=-17, 11-15=30, 15-16=26 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=42(F=20)-to-15=-38(F=-60) 16) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 2-7=2, 7-11=-12, 11-28=-12, 15-16=-63(F=-55), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=-26, 2-7=-22, 11-15=8, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-67(F=-55)-to-15=-147(F=-135) 17) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 2-7=-12, 7-11=-12, 11-28=2, 15-16=-50(F=-55), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=-13, 2-7=-8, 11-15=22, 15-16=26 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-54(F=-55)-to-15=-134(F=-135) 18) Dead + Uninhabitable Attic Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-7=-20, 7-11=-20, 11-28=-20, 15-16=-70(F=-50), 2-24=-20, 24-29=-20, 29-30=-60, 30-31=-20, 31-32=-60, 32-33=-20, 33-34=-60, 20-34=-20, 19-35=-20, 35-36=-60, 15-36=-20 Trapezoidal Loads (plf) Vert: 28=-70(F=-50)-to-15=-150(F=-130) 19) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-7=-58, 7-11=-34, 11-28=-44, 15-16=-138(F=-98), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Horz: 1-2=5, 2-7=8, 11-15=6, 15-16=10 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-141(F=-98)-to-15=-221(F=-178) 20) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-7=-44, 7-11=-34, 11-28=-58, 15-16=-153(F=-98), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Horz: 1-2=-10, 2-7=-6, 11-15=-8, 15-16=-5 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-156(F=-98)-to-15=-236(F=-178) 21) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60 , Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-7=-34, 7-11=-44, 11-28=-44, 15-16=-132(F=-92), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Horz: 1-2=-19, 2-7=-16, 11-15=6, 15-16=10 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-135(F=-92)-to-15=-215(F=-172) Continued on page 4 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H23 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530484 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:24 2019 Page 4 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-W0i0t8V453yqvTviYuYyjWTPM5j2Kn4JB6lg8?ydm7P LOAD CASE(S) Standard 22) Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-7=-44, 7-11=-44, 11-28=-34, 15-16=-122(F=-92), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Horz: 1-2=-10, 2-7=-6, 11-15=16, 15-16=19 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-125(F=-92)-to-15=-205(F=-172) 23) 1st Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-60, 7-11=-60, 11-28=-20, 15-16=-120(F=-100), 2-24=-20, 20-24=-20, 15-19=-20 Trapezoidal Loads (plf) Vert: 28=-120(F=-100)-to-15=-200(F=-180) 24) 2nd Dead + Roof Live (unbalanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-20, 7-11=-60, 11-28=-60, 15-16=-160(F=-100), 2-24=-20, 20-24=-20, 15-19=-20 Trapezoidal Loads (plf) Vert: 28=-160(F=-100)-to-15=-240(F=-180) 25) 3rd Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-50, 7-11=-50, 11-28=-20, 15-16=-108(F=-87), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Trapezoidal Loads (plf) Vert: 28=-108(F=-88)-to-15=-187(F=-167) 26) 4th Dead + 0.75 Roof Live (unbalanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-20, 7-11=-50, 11-28=-50, 15-16=-137(F=-87), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Trapezoidal Loads (plf) Vert: 28=-137(F=-88)-to-15=-217(F=-167) 27) Reversal: Dead + 0.6 C-C Wind (Pos. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=35, 2-25=20, 7-25=15, 7-27=23, 11-27=18, 11-13=20, 13-28=15, 15-16=32(F=21), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-44, 2-25=-29, 7-25=-24, 11-13=29, 13-15=24, 15-16=19 Drag: 7-27=-0, 8-27=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=36(F=21)-to-15=-44(F=-59) 28) Reversal: Dead + 0.6 C-C Wind (Pos. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=11, 2-26=15, 7-26=20, 7-9=18, 9-11=23, 11-28=15, 15-16=56(F=21), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-19, 2-26=-24, 7-26=-29, 11-14=24, 14-15=29, 15-16=44 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=36(F=21)-to-14=11(F=-5), 14=15(F=-5)-to-15=-39(F=-59) 29) Reversal: Dead + 0.6 C-C Wind (Neg. Internal) Case 1: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-7=-44, 7-11=-29, 11-28=-44, 15-16=-119(F=-80), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=-19, 2-7=24, 11-15=-24, 15-16=-19 Drag: 7-8=0, 10-11=-0 Trapezoidal Loads (plf) Vert: 28=-123(F=-80)-to-15=-203(F=-160) 30) Reversal: Dead + 0.6 C-C Wind (Neg. Internal) Case 2: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-39, 2-7=-44, 7-11=-29, 11-28=-44, 15-16=-80(F=-80), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=19, 2-7=24, 11-15=-24, 15-16=19 Drag: 7-8=0, 10-11=-0 Trapezoidal Loads (plf) Vert: 28=-123(F=-80)-to-15=-203(F=-160) 31) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 2-7=-11, 7-11=22, 11-28=9, 15-16=24(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-8, 2-7=2, 11-15=17, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=29(F=20)-to-15=-51(F=-60) 32) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-7=9, 7-11=22, 11-28=-11, 15-16=19(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-13, 2-7=-17, 11-15=-2, 15-16=8 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=9(F=20)-to-15=-71(F=-60) 33) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 5 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H23 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530484 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:24 2019 Page 5 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-W0i0t8V453yqvTviYuYyjWTPM5j2Kn4JB6lg8?ydm7P LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-27, 2-7=-31, 7-11=2, 11-28=-12, 15-16=-71(F=-64), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=7, 2-7=11, 11-15=8, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-75(F=-64)-to-15=-155(F=-144) 34) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 2-7=-12, 7-11=2, 11-28=-31, 15-16=-90(F=-64), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=-13, 2-7=-8, 11-15=-11, 15-16=-7 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-94(F=-64)-to-15=-174(F=-144) 35) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=17, 2-7=22, 7-11=9, 11-28=9, 15-16=24(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-26, 2-7=-30, 11-15=17, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=29(F=20)-to-15=-51(F=-60) 36) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-7=9, 7-11=9, 11-28=22, 15-16=37(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-13, 2-7=-17, 11-15=30, 15-16=26 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=42(F=20)-to-15=-38(F=-60) 37) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=17, 2-7=22, 7-11=9, 11-28=9, 15-16=24(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-26, 2-7=-30, 11-15=17, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=29(F=20)-to-15=-51(F=-60) 38) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 2-7=9, 7-11=9, 11-28=22, 15-16=37(F=20), 2-24=-6, 20-24=-6, 15-19=-6 Horz: 1-2=-13, 2-7=-17, 11-15=30, 15-16=26 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=42(F=20)-to-15=-38(F=-60) 39) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 2-7=2, 7-11=-12, 11-28=-12, 15-16=-63(F=-55), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=-26, 2-7=-22, 11-15=8, 15-16=13 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-67(F=-55)-to-15=-147(F=-135) 40) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 2-7=-12, 7-11=-12, 11-28=2, 15-16=-50(F=-55), 2-24=-20, 20-24=-20, 15-19=-20 Horz: 1-2=-13, 2-7=-8, 11-15=22, 15-16=26 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-54(F=-55)-to-15=-134(F=-135) 41) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-7=-58, 7-11=-34, 11-28=-44, 15-16=-138(F=-98), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Horz: 1-2=5, 2-7=8, 11-15=6, 15-16=10 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-141(F=-98)-to-15=-221(F=-178) 42) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-7=-44, 7-11=-34, 11-28=-58, 15-16=-153(F=-98), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Horz: 1-2=-10, 2-7=-6, 11-15=-8, 15-16=-5 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-156(F=-98)-to-15=-236(F=-178) Continued on page 6 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H23 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530484 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:24 2019 Page 6 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-W0i0t8V453yqvTviYuYyjWTPM5j2Kn4JB6lg8?ydm7P LOAD CASE(S) Standard 43) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-7=-34, 7-11=-44, 11-28=-44, 15-16=-132(F=-92), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Horz: 1-2=-19, 2-7=-16, 11-15=6, 15-16=10 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-135(F=-92)-to-15=-215(F=-172) 44) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-7=-44, 7-11=-44, 11-28=-34, 15-16=-122(F=-92), 2-24=-20, 24-29=-20, 29-30=-50, 30-31=-20, 31-32=-50, 32-33=-20, 33-34=-50, 20-34=-20, 19-35=-20, 35-36=-50, 15-36=-20 Horz: 1-2=-10, 2-7=-6, 11-15=16, 15-16=19 Drag: 7-8=-0, 10-11=0 Trapezoidal Loads (plf) Vert: 28=-125(F=-92)-to-15=-205(F=-172) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H24 Truss Type Piggyback Base Structural Gable COMMON l l Qty 1 Ply 1 WF52 Job Reference (optional) I38530485 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:26 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-TPqnIqXKcgCY8n34fJaQoxYs_vTJojoceQEnDuydm7N Scale = 1:90.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 21 20 19 18 17 16 15 22 23 24 25 26 27 28 29 30 31 32 3x6 6x8 3x6 6x8 3x6 3x10 4x4 4x4 4x6 3x4 2x4 3x10 2x4 3x4 3x4 3x4 2x4 3x10 4x4 4x4 3x6 3x6 9-1-4 9-1-4 13-8-8 4-7-4 17-11-1 4-2-9 26-8-14 8-9-13 35-6-11 8-9-13 44-8-0 9-1-5 -1-0-0 1-0-0 6-9-9 6-9-9 13-3-10 6-6-1 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 37-10-7 6-6-1 44-8-0 6-9-9 0-11-012-0-00-11-012-0-010.00 12 Plate Offsets (X,Y)-- [2:0-6-7,Edge], [6:0-6-4,0-2-0], [10:0-6-4,0-2-0], [14:0-6-7,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.50 0.70 0.56 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.47 0.02 (loc) 19-21 2-21 14 l/defl >999 >453 n/a L/d 240 180 n/a PLATES MT20 Weight: 241 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 4-6-1, Right 2x6 SPF No.2 -H 4-6-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-19, 7-19, 9-19, 9-17, 10-17, 10-15 REACTIONS.All bearings 30-11-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=229(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 17 except 2=-137(LC 12), 19=-207(LC 9), 15=-102(LC 13), 14=-130(LC 13) Max Grav All reactions 250 lb or less at joint(s) except 2=760(LC 19), 19=1393(LC 2), 17=685(LC 26), 15=685(LC 20), 14=483(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-738/177, 4-6=-649/276, 10-12=-363/289, 12-14=-450/179 BOT CHORD 2-21=-162/635, 19-21=-83/250, 14-15=-34/270 WEBS 4-21=-374/265, 6-21=-206/758, 6-19=-688/131, 7-19=-389/146, 12-15=-398/266 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 13-3-10, Exterior(2) 13-3-10 to 19-4-1, Interior(1) 19-4-1 to 31-4-6, Exterior(2) 31-4-6 to 37-11-2, Interior(1) 37-11-2 to 44-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) N/A 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss H25 Truss Type Piggyback Base Qty 1 Ply 1 WF52 Job Reference (optional) I38530486 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:28 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-PnyXiVYa8HSFO5DTnkcutMdBOi3cGdVu5kjuHmydm7L Scale = 1:80.0 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 14 21 22 23 24 25 26 27 28 29 30 31 3x6 6x8 6x8 3x6 5x8 4x4 4x4 4x6 3x4 2x4 4x8 5x8 3x4 4x4 3x4 2x4 5x8 4x4 4x4 4x6 4x6 9-1-5 9-1-5 17-11-2 8-9-13 26-8-15 8-9-13 35-6-12 8-9-13 44-8-0 9-1-4 -1-0-0 1-0-0 6-9-9 6-9-9 13-3-10 6-6-1 19-3-14 6-0-4 25-4-2 6-0-4 31-4-6 6-0-4 37-10-7 6-6-1 44-8-0 6-9-9 0-11-012-0-00-11-012-0-010.00 12 Plate Offsets (X,Y)-- [2:Edge,0-0-0], [6:0-6-4,0-2-0], [7:0-4-0,0-3-0], [9:0-6-4,0-2-0], [13:Edge,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.57 0.97 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.56 0.18 (loc) 18-20 16-18 13 l/defl >999 >952 n/a L/d 240 180 n/a PLATES MT20 Weight: 254 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 6-7,7-9: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 4-6-1, Right 2x6 SPF No.2 -H 4-6-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-1 oc purlins, except 2-0-0 oc purlins (4-0-6 max.): 6-9. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-18, 8-18, 8-16 REACTIONS.(lb/size)2=1847/0-3-8, 13=1786/Mechanical Max Horz 2=229(LC 9) Max Uplift 2=-208(LC 12), 13=-190(LC 13) Max Grav 2=1977(LC 2), 13=1934(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2567/385, 4-6=-2394/486, 6-7=-1829/404, 7-8=-1866/417, 8-9=-1843/404, 9-11=-2408/489, 11-13=-2579/392 BOT CHORD 2-20=-299/1849, 18-20=-237/1577, 16-18=-218/1877, 14-16=-129/1586, 13-14=-200/1829 WEBS 4-20=-292/260, 6-20=-200/645, 6-18=-169/758, 7-18=-378/145, 8-16=-455/211, 9-16=-170/769, 9-14=-201/646, 11-14=-292/262 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 13-3-10, Exterior(2) 13-3-10 to 19-4-6, Interior(1) 19-4-6 to 31-4-6, Exterior(2) 31-4-6 to 37-11-2, Interior(1) 37-11-2 to 44-8-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Bearings are assumed to be: Joint 2 User Defined crushing capacity of 425 psiJoint 2 SPF Stud/No.3 crushing capacity of 425 psi, Joint 13 User Defined crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=190. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J01 Truss Type Jack-Closed Qty 16 Ply 1 WF52 Job Reference (optional) I38530487 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:29 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-t_WvwrZDvba60EofLR77QZAKr6ZX?AJ2KOSRpDydm7K Scale = 1:41.4 1 2 3 5 4 6 7 2x4 3x4 2x4 4x4 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 1-1-07-1-012.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.65 0.35 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.19 -0.00 (loc) 4-5 4-5 4 l/defl >999 >359 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=304/0-3-8, 4=221/Mechanical Max Horz 5=253(LC 12) Max Uplift 4=-217(LC 12) Max Grav 5=304(LC 1), 4=292(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-259/209 BOT CHORD 4-5=-276/224 WEBS 2-4=-227/279 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=217. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J02 Truss Type Jack-Closed Qty 3 Ply 1 WF52 Job Reference (optional) I38530488 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:30 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-LA3I7BargvizdONsu9eMynjdRWyukeDBZ2C?Mfydm7J Scale = 1:42.0 1 2 3 4 8 7 6 5 9 3x4 3x4 2x4 3x4 2x4 3x6 3x10 2-3-8 2-3-8 6-0-0 3-8-8 -1-0-0 1-0-0 2-3-8 2-3-8 6-0-0 3-8-8 1-1-07-1-06-1-01-0-012.00 12 Plate Offsets (X,Y)-- [3:0-1-8,0-1-8], [8:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.15 0.15 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.01 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 35 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)8=304/0-3-8, 5=221/Mechanical Max Horz 8=202(LC 12) Max Uplift 5=-158(LC 12) Max Grav 8=304(LC 1), 5=248(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-286/73 BOT CHORD 5-6=-188/272 WEBS 3-5=-298/207 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 8 User Defined crushing capacity of 425 psiJoint 8 SPF Stud/No.3 crushing capacity of 425 psi, Joint 5 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=158. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J03 Truss Type Jack-Closed Qty 1 Ply 1 WF52 Job Reference (optional) I38530489 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:31 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pMdgLXbTRCqqFYy2SsAbV_FiawF_T5VLoixYu5ydm7I Scale = 1:41.4 1 2 4 3 5 6 2x4 3x4 2x4 4x4 6-0-0 6-0-0 6-0-0 6-0-0 1-1-07-1-012.00 12 Plate Offsets (X,Y)-- [1:0-1-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.57 0.35 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.19 -0.00 (loc) 3-4 3-4 3 l/defl >999 >359 n/a L/d 240 180 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=228/0-3-8, 3=228/Mechanical Max Horz 4=173(LC 12) Max Uplift 3=-158(LC 12) Max Grav 4=228(LC 1), 3=254(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 4 User Defined crushing capacity of 425 psiJoint 4 SPF Stud/No.3 crushing capacity of 425 psi, Joint 3 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=158. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J04 Truss Type Jack-Closed Qty 2 Ply 1 WF52 Job Reference (optional) I38530490 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:31 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pMdgLXbTRCqqFYy2SsAbV_FpDwK?T6qLoixYu5ydm7I Scale: 3/4"=1' 1 2 3 5 42x4 2x4 2x4 2x4 2-0-0 2-0-0 -1-0-8 1-0-8 2-0-0 2-0-0 0-11-02-7-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.09 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=164/0-3-8, 4=44/Mechanical Max Horz 5=69(LC 12) Max Uplift 5=-3(LC 12), 4=-45(LC 12) Max Grav 5=164(LC 1), 4=54(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J05 Truss Type Jack-Closed Qty 6 Ply 1 WF52 Job Reference (optional) I38530491 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:32 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-HZB2Ytc5CWyhtiXE0ahq2Co_3Jg7CZ4U0Lh6QYydm7H Scale: 3/4"=1' 1 2 3 5 42x4 2x4 2x4 2x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-11-02-7-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.08 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=160/0-3-8, 4=45/Mechanical Max Horz 5=81(LC 12) Max Uplift 4=-64(LC 12) Max Grav 5=160(LC 1), 4=70(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J06 Truss Type Jack-Closed Qty 2 Ply 1 WF52 Job Reference (optional) I38530492 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:33 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-lllQmDcjzq5YUs6RaHC3aPK8Ij?Ox?KeF?Qfy_ydm7G Scale = 1:15.5 1 2 3 5 4 2x4 3x4 2x4 2x4 2-2-8 2-2-8 -1-6-12 1-6-12 2-2-8 2-2-8 1-1-02-5-157.68 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.18 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)5=225/0-4-9, 4=31/Mechanical Max Horz 5=76(LC 12) Max Uplift 5=-25(LC 12), 4=-52(LC 12) Max Grav 5=225(LC 1), 4=57(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J07 Truss Type Jack-Closed Qty 2 Ply 1 WF52 Job Reference (optional) I38530493 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:33 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-lllQmDcjzq5YUs6RaHC3aPK8Ij?Nx?2eF?Qfy_ydm7G Scale = 1:15.5 1 2 3 5 4 2x4 3x4 2x4 3x4 2-2-8 2-2-1 -1-6-12 1-6-12 2-2-8 2-2-8 1-1-02-5-157.68 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.18 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=225/0-4-9, 4=31/Mechanical Max Horz 5=65(LC 12) Max Uplift 5=-25(LC 12), 4=-35(LC 12) Max Grav 5=225(LC 1), 4=42(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J08 Truss Type Jack-Closed Qty 11 Ply 1 WF52 Job Reference (optional) I38530494 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:34 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-ExJozZdLk7DP60gd7?jI7dtDZ7GhgR0nUfACVQydm7F Scale = 1:41.4 1 2 3 5 4 6 7 2x4 3x4 2x4 4x4 6-0-0 6-0-0 -1-0-8 1-0-8 6-0-0 6-0-0 1-1-07-1-012.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.53 0.35 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.19 -0.00 (loc) 4-5 4-5 4 l/defl >999 >359 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=307/0-3-8, 4=221/Mechanical Max Horz 5=203(LC 12) Max Uplift 4=-157(LC 12) Max Grav 5=307(LC 1), 4=247(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-8 to 1-11-8, Interior(1) 1-11-8 to 5-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=157. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J09 Truss Type Jack-Closed Qty 1 Ply 1 WF52 Job Reference (optional) I38530495 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:35 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-i8tBBvezVRLGk9FphiEXfqQVIXhyPvZwiJvm1tydm7E Scale: 3/4"=1' 1 2 3 5 4 2x4 3x4 2x4 3x4 -1-0-0 1-0-0 2-0-0 2-0-0 0-11-02-7-01-10-40-8-121-11-120-7-510.00 12 5.14 12 Plate Offsets (X,Y)-- [2:0-1-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=160/0-3-8, 4=45/Mechanical Max Horz 5=68(LC 12) Max Uplift 4=-48(LC 12) Max Grav 5=160(LC 1), 4=56(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J10 Truss Type Jack-Closed Qty 1 Ply 1 WF52 Job Reference (optional) I38530496 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:35 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-i8tBBvezVRLGk9FphiEXfqQUoXhqPvZwiJvm1tydm7E Scale = 1:15.6 1 2 3 5 4 2x4 3x4 2x4 3x4 2-2-9 2-2-9 -1-6-12 1-6-12 2-2-9 2-2-9 1-1-02-6-01-11-110-6-52-0-110-5-57.68 12 3.29 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.18 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=225/0-3-11, 4=32/Mechanical Max Horz 5=66(LC 12) Max Uplift 5=-24(LC 12), 4=-36(LC 12) Max Grav 5=225(LC 1), 4=43(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J11 Truss Type Jack-Closed Qty 9 Ply 1 WF52 Job Reference (optional) I38530497 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:36 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-AKRZOEfcGlT7LJq?FPlmC2yZUxy98LP4xzfJZJydm7D Scale = 1:35.8 1 2 3 5 4 6 7 2x4 3x4 2x4 4x4 6-0-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-11-05-11-010.00 12 Plate Offsets (X,Y)-- [2:0-1-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.56 0.35 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.09 -0.19 -0.00 (loc) 4-5 4-5 4 l/defl >751 >359 n/a L/d 240 180 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=304/0-4-8, 4=221/Mechanical Max Horz 5=211(LC 12) Max Uplift 5=-13(LC 9), 4=-170(LC 12) Max Grav 5=304(LC 1), 4=244(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-4 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=170. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J12 Truss Type Jack-Closed Qty 4 Ply 1 WF52 Job Reference (optional) I38530498 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:36 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-AKRZOEfcGlT7LJq?FPlmC2ygzx1x8M34xzfJZJydm7D Scale = 1:18.6 1 2 3 5 4 2x4 3x4 2x4 2x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-1-03-1-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.08 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=160/0-3-8, 4=45/Mechanical Max Horz 5=81(LC 12) Max Uplift 4=-64(LC 12) Max Grav 5=160(LC 1), 4=52(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J13 Truss Type Jack-Closed Qty 2 Ply 1 WF52 Job Reference (optional) I38530499 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:37 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-eW_xbafE12b_zTPCp7H?kFVqIKNCtp1DAdOt6lydm7C Scale = 1:15.6 1 2 3 5 4 2x4 3x4 2x4 3x4 2-2-9 2-2-9 -1-6-12 1-6-12 2-2-9 2-2-9 1-1-02-6-07.68 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.18 0.04 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=31/Mechanical, 5=225/0-6-2 Max Horz 5=66(LC 12) Max Uplift 4=-35(LC 12), 5=-25(LC 12) Max Grav 4=43(LC 3), 5=225(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Gable studs spaced at 2-0-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) One RT7 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J14 Truss Type Jack-Closed Qty 1 Ply 1 WF52 Job Reference (optional) I38530500 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:38 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6jYJpwgsoMjrbd_OMqoEHT2?2kjYcGFNPH8QeBydm7B Scale = 1:15.6 1 2 3 5 4 2x4 3x4 2x4 3x4 2-2-9 2-2-2 -1-6-12 1-6-12 2-2-9 2-2-9 1-1-02-6-07.68 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.18 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=225/0-4-9, 4=32/Mechanical Max Horz 5=77(LC 12) Max Uplift 5=-25(LC 12), 4=-52(LC 12) Max Grav 5=225(LC 1), 4=57(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss J15 Truss Type Jack-Closed Qty 1 Ply 1 WF52 Job Reference (optional) I38530501 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:38 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6jYJpwgsoMjrbd_OMqoEHT2?2kjYcGHNPH8QeBydm7B Scale = 1:15.6 1 2 3 5 4 2x4 3x4 2x4 3x4 2-2-9 2-2-9 -1-6-12 1-6-12 2-2-9 2-2-9 1-1-02-6-07.68 12 Plate Offsets (X,Y)-- [2:0-1-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.18 0.03 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=225/0-4-9, 4=32/Mechanical Max Horz 5=66(LC 12) Max Uplift 5=-25(LC 12), 4=-35(LC 12) Max Grav 5=225(LC 1), 4=43(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf 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. 4) Bearings are assumed to be: Joint 5 User Defined crushing capacity of 425 psiJoint 5 SPF Stud/No.3 crushing capacity of 425 psi, Joint 4 User Defined crushing capacity of 425 psi. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss K1 Truss Type Hip Qty 1 Ply 1 WF52 Job Reference (optional) I38530502 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:39 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-av6h0GhUYgriCnZawYJTqga4M8yiLhDWdxtzAeydm7A Scale = 1:43.8 1 2 3 4 5 6 7 8 9 10 11 4x6 4x6 5x8 3x10 5x6 5x6 3x10 5x6 5x6 7-10-5 7-10-5 15-6-0 7-7-11 -1-0-0 1-0-0 6-6-0 6-6-0 9-0-0 2-6-0 15-6-0 6-6-0 16-6-0 1-0-0 1-1-07-7-01-1-07-7-012.00 12 Plate Offsets (X,Y)-- [2:0-7-1,0-0-10], [4:0-4-4,0-1-12], [5:0-4-4,0-1-12], [7:0-7-1,0-0-10], [9:0-4-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.46 0.49 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.11 -0.23 0.01 (loc) 2-9 2-9 7 l/defl >999 >801 n/a L/d 240 180 n/a PLATES MT20 Weight: 92 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 4-10-6, Right 2x8 SP No.2 -H 4-10-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=680/0-4-8, 2=680/0-4-8 Max Horz 2=-146(LC 10) Max Uplift 7=-95(LC 8), 2=-95(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-616/363, 4-5=-352/353, 5-7=-620/370 BOT CHORD 2-9=-128/337, 7-9=-128/336 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-6-0, Exterior(2) 6-6-0 to 13-2-15, Interior(1) 13-2-15 to 16-6-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and 2. This connection is for uplift only and does not consider lateral forces. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss L1 Truss Type Common Qty 1 Ply 1 WF52 Job Reference (optional) I38530503 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:40 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-25g4Eci6JzzYqx8nUFqiMu7JaYCl46YfsbdXi4ydm79 Scale = 1:57.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 173x10 4x4 4x4 4x4 5x10 5x6 2x4 3x10 4x4 4x4 10-0-0 10-0-0 20-0-0 10-0-0 5-1-12 5-1-12 10-0-0 4-10-4 14-10-4 4-10-4 20-0-0 5-1-12 21-0-0 1-0-0 0-11-09-3-00-11-010.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [5:0-3-0,0-3-0], [7:0-6-7,Edge], [9:0-5-0,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.24 0.82 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.59 0.03 (loc) 1-9 1-9 7 l/defl >999 >405 n/a L/d 240 180 n/a PLATES MT20 Weight: 92 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 3-5-3, Right 2x6 SPF No.2 -H 3-5-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=799/0-3-8, 7=862/0-3-8 Max Horz 1=-176(LC 8) Max Uplift 1=-189(LC 12), 7=-207(LC 13) Max Grav 1=846(LC 19), 7=903(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-972/268, 3-4=-789/273, 4-5=-789/270, 5-7=-969/264 BOT CHORD 1-9=-188/752, 7-9=-109/663 WEBS 4-9=-208/631, 5-9=-290/244, 3-9=-290/246 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 10-0-0, Exterior(2) 10-0-0 to 13-0-0, Interior(1) 13-0-0 to 21-0-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 7. This connection is for uplift only and does not consider lateral forces. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P01 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530504 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:41 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-WIESRyjk4H5PS4jz2zLxv5gXIykGpbIp5FM4FWydm78 Scale = 1:51.7 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 21 22 4x4 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 16-7-0 16-7-0 8-3-8 8-3-8 16-7-0 8-3-8 0-5-38-2-08-3-80-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-8], [10:0-2-6,0-1-8], [15:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.05 0.03 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 10 10 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 15-5-10. (lb) - Max Horz 2=-156(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 14, 13, 10 except 18=-101(LC 12), 12=-101(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 15, 16, 17, 18, 14, 13, 12, 10 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-8 to 3-2-8, Interior(1) 3-2-8 to 8-3-8, Exterior(2) 8-3-8 to 11-3-8, Interior(1) 11-3-8 to 16-4-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 17, 14, 13, 10 except (jt=lb) 18=101, 12=101. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P02 Truss Type PIGGYBACK Qty 4 Ply 1 WF52 Job Reference (optional) I38530505 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:43 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-TgMCsek?cuL7hOsM9NNP_WlrdlOoHVK6YZrBJPydm76 Scale = 1:51.7 1 2 3 4 5 67 10 9 8 11 12 13 14 4x4 3x4 5x6 2x4 2x4 2x4 2x4 3x4 16-7-0 16-7-0 8-3-8 8-3-8 16-7-0 8-3-8 0-5-38-2-08-3-80-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-8], [6:0-2-6,0-1-8], [9:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.19 0.16 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 61 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 15-5-10. (lb) - Max Horz 2=156(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 10=-218(LC 12), 8=-218(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=362(LC 22), 10=451(LC 19), 8=451(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-302/233, 5-8=-302/233 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-8 to 3-2-8, Interior(1) 3-2-8 to 8-3-8, Exterior(2) 8-3-8 to 11-3-8, Interior(1) 11-3-8 to 16-4-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 10=218, 8=218. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P03 Truss Type Piggyback Qty 2 Ply 1 WF52 Job Reference (optional) I38530506 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:56:07 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-26KCUBRV1N3uqQrX8I7ixQy8YfYmdOZl1O9Wnjyd4Jc Scale = 1:29.1 1 2 3 4 5 6 7 8 12 11 10 9 13 3x4 4x6 3x4 3x4 3x4 3x4 3x8 3x8 3x8 0-0-5 0-0-5 5-0-0 4-11-11 12-11-5 7-11-6 17-11-5 5-0-0 1-0-5 1-0-5 5-0-0 3-11-11 8-11-10 3-11-11 12-11-5 3-11-11 16-11-0 3-11-11 17-11-5 1-0-5 0-0-40-10-40-0-40-10-410.00 12 Plate Offsets (X,Y)-- [7:0-2-0,0-1-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.18 0.15 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 8 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 42 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 17-10-11. (lb) - Max Horz 1=-11(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 8, 10, 12, 9 Max Grav All reactions 250 lb or less at joint(s) 1, 8 except 10=292(LC 24), 12=366(LC 23), 9=366(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-12=-266/97, 6-9=-267/97 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-13 to 5-3-14, Interior(1) 5-3-14 to 16-11-0, Exterior(2) 16-11-0 to 17-6-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be User Defined crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 8, 10, 12, 9. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P04 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530507 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:44 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-xswa3zldNCT_JYRYj5veXkI0j9kM0_QFnDbkrrydm75 Scale = 1:31.5 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 3x4 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 18-0-13 18-0-13 3-5-14 3-5-14 14-6-15 11-1-1 18-0-13 3-5-14 0-4-132-9-62-10-140-1-80-4-130-1-82-9-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-2-0,0-1-13], [7:0-2-0,0-1-13], [8:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.13 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 50 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-9-11. (lb) - Max Horz 2=-53(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 13, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=324(LC 23), 13=320(LC 23), 10=320(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-253/94 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 7-8-12, Interior(1) 7-8-12 to 14-6-15, Exterior(2) 14-6-15 to 17-10-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 13, 10, 8. 8) Non Standard bearing condition. Review required. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P05 Truss Type PIGGYBACK Qty 2 Ply 1 WF52 Job Reference (optional) I38530508 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:45 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-P3TzHJmF8Wbrwi0kHoQt3xqAoZ4OlQ1P0tKIOHydm74 Scale: 3/8"=1' 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 18 19 3x4 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 18-0-13 18-0-13 5-10-10 5-10-10 12-2-2 6-3-8 18-0-13 5-10-11 0-4-134-9-64-10-140-1-80-4-130-1-84-9-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [6:0-2-0,0-1-13], [7:0-0-0,0-0-0], [8:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.21 0.15 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 16-9-11. (lb) - Max Horz 2=-92(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 11 except 13=-150(LC 12), 10=-145(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=391(LC 25), 13=445(LC 19), 10=440(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-13=-277/165, 7-10=-275/160 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-10-10, Exterior(2) 5-10-10 to 10-1-9, Interior(1) 10-1-9 to 12-2-2, Exterior(2) 12-2-2 to 16-5-1, Interior(1) 16-5-1 to 17-10-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11 except (jt=lb) 13=150, 10=145. 8) Non Standard bearing condition. Review required. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P06 Truss Type PIGGYBACK Qty 2 Ply 1 WF52 Job Reference (optional) I38530509 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:46 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-tF1LUfmtvpjiYsbwqWx6c9NLczPZUt0YEX4rwkydm73 Scale = 1:40.2 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 16 17 3x4 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 18-0-13 18-0-13 8-3-7 8-3-7 9-9-6 1-5-14 18-0-13 8-3-7 0-4-136-9-66-10-140-1-80-4-130-1-86-9-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [6:0-2-0,0-1-13], [7:0-0-0,0-0-0], [8:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.20 0.15 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 61 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-9-11. (lb) - Max Horz 2=-131(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2 except 13=-182(LC 12), 10=-181(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=339(LC 22), 13=465(LC 19), 10=464(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-13=-298/198, 7-10=-297/197 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-3-7, Exterior(2) 8-3-7 to 14-0-4, Interior(1) 14-0-4 to 17-10-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 13=182, 10=181. 8) Non Standard bearing condition. Review required. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P07 Truss Type PIGGYBACK Qty 13 Ply 1 WF52 Job Reference (optional) I38530510 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:47 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-LRbji?nVg7rZA?A7ODSL8MwW2MlpDJkhTBpOSAydm72 Scale = 1:46.7 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 3x4 18-0-13 18-0-13 9-0-6 9-0-6 18-0-13 9-0-7 0-4-137-4-137-6-50-1-80-4-130-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-0-0,0-0-0], [6:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.22 0.15 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 7 7 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 62 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-9-11. (lb) - Max Horz 2=142(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2 except 11=-191(LC 12), 8=-191(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=359(LC 22), 11=478(LC 19), 8=477(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-312/208, 5-8=-311/207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 9-0-6, Exterior(2) 9-0-6 to 12-0-6, Interior(1) 12-0-6 to 17-10-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 4-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be User Defined crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 11=191, 8=191. 9) Non Standard bearing condition. Review required. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P08 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530511 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:48 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pe95vLo7RRzQn9lJyxzahaShdm53ym0rirZy_cydm71 Scale: 1/4"=1' 1 2 3 4 5 9 8 7 6 10 11 12 13 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 17-8-14 17-8-14 17-9-3 0-0-5 8-10-10 8-10-10 17-9-3 8-10-9 0-0-47-4-130-0-410.00 12 Plate Offsets (X,Y)-- [4:0-0-0,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.23 0.15 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 61 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 17-8-10. (lb) - Max Horz 1=-137(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-191(LC 12), 6=-191(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=356(LC 22), 9=483(LC 19), 6=483(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-319/212, 4-6=-319/212 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 8-10-10, Exterior(2) 8-10-10 to 11-10-10, Interior(1) 11-10-10 to 17-4-6 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=191, 6=191. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P09 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530512 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:49 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-HqjT7hpmCk6HPJKVWeUpEn?sSARFhDK_wVIVX3ydm70 Scale = 1:50.6 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 3x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 23-4-13 23-4-13 2-10-10 2-10-10 8-2-10 5-4-0 14-4-6 6-1-12 23-4-13 9-0-7 0-4-132-3-67-4-137-6-60-1-80-4-130-1-82-3-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [10:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.23 0.15 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 22-1-11. (lb) - Max Horz 2=-142(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 10 except 14=-140(LC 12), 17=-119(LC 12), 12=-190(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 13=424(LC 21), 14=394(LC 19), 16=329(LC 1), 17=265(LC 23), 12=476(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-14=-255/163, 9-12=-312/207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 5-10-10, Interior(1) 5-10-10 to 14-4-6, Exterior(2) 14-4-6 to 17-4-6, Interior(1) 17-4-6 to 23-2-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 10 except (jt=lb) 14=140, 17=119, 12=190. 10) Non Standard bearing condition. Review required. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P10 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530513 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:51 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-EDrEXNq0kMM?edUud3XHJC4C3z7p97qHOpncbxydm7_ Scale = 1:50.6 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 22 3x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 23-4-13 23-4-13 5-3-7 5-3-7 10-7-7 5-4-0 14-4-6 3-8-15 23-4-13 9-0-7 0-4-134-3-67-4-137-6-60-1-80-4-130-1-84-3-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [10:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.22 0.15 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-1-11. (lb) - Max Horz 2=-142(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 10 except 14=-130(LC 12), 17=-121(LC 12), 12=-190(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 13=345(LC 21), 14=449(LC 2), 16=324(LC 25), 17=260(LC 19), 12=477(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-14=-291/154, 9-12=-310/207 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-3-7, Exterior(2) 5-3-7 to 8-3-7, Interior(1) 8-3-7 to 14-4-6, Exterior(2) 14-4-6 to 17-4-6, Interior(1) 17-4-6 to 23-2-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 10 except (jt=lb) 14=130, 17=121, 12=190. 10) Non Standard bearing condition. Review required. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P11 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530514 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:52 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-iPOcljreVfUsGn24Bm2WrQdNmNT5uZQQdTX96Nydm6z Scale = 1:50.6 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 22 3x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 23-4-13 23-4-13 5-8-14 5-8-14 11-0-14 5-4-0 14-4-6 3-3-9 23-4-13 9-0-7 0-4-134-7-147-4-137-6-60-1-80-4-130-1-84-7-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [10:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.22 0.14 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 81 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-1-11. (lb) - Max Horz 2=142(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 14, 16, 10 except 17=-135(LC 12), 12=-189(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 13=371(LC 19), 14=427(LC 2), 16=342(LC 25), 17=281(LC 19), 12=477(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-14=-265/123, 9-12=-310/206 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-8-14, Exterior(2) 5-8-14 to 8-8-14, Interior(1) 8-8-14 to 14-4-6, Exterior(2) 14-4-6 to 17-4-6, Interior(1) 17-4-6 to 23-2-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14, 16, 10 except (jt=lb) 17=135, 12=189. 10) Non Standard bearing condition. Review required. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P12 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530515 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:53 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-Aby_y2sGFzciuwdHlUZlOd9YSnoAd0aar7Gjfqydm6y Scale = 1:50.6 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 3x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 23-4-13 23-4-13 3-4-1 3-4-1 8-8-1 5-4-0 14-4-6 5-8-6 23-4-13 9-0-7 0-4-132-7-147-4-137-6-60-1-80-4-130-1-82-7-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [10:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.23 0.15 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 11 11 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 22-1-11. (lb) - Max Horz 2=142(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 10 except 14=-141(LC 12), 17=-111(LC 12), 12=-190(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 13=412(LC 21), 14=396(LC 19), 16=331(LC 1), 17=255(LC 23), 12=476(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-14=-265/165, 9-12=-312/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 6-4-6, Interior(1) 6-4-6 to 14-4-6, Exterior(2) 14-4-6 to 17-4-6, Interior(1) 17-4-6 to 23-2-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be User Defined crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 10 except (jt=lb) 14=141, 17=111, 12=190. 10) Non Standard bearing condition. Review required. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P13 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530516 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 16 10:56:53 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-iy6b8w?LBWsMMUMNryyVo6syVCAKP4_WcYJyO2yd4Iu Scale = 1:52.0 1 2 3 4 14 5 6 7 89 13 12 11 1015 16 17 18 5x9 6x8 4x6 3x6 2x4 2x4 2x4 2x4 2x4 3x4 23-4-13 23-4-13 0-11-4 0-11-4 6-3-4 5-4-0 14-4-6 8-1-2 23-4-13 9-0-7 0-4-130-7-147-4-137-6-60-1-80-4-130-1-80-7-1410.00 12 Plate Offsets (X,Y)-- [2:0-1-15,0-1-10], [3:0-1-11,0-2-0], [3:0-2-2,0-1-12], [8:0-2-1,0-1-8], [14:0-2-12,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.34 0.48 0.48 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.01 (loc) 9 9 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 75 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-4, 4-14. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-14. REACTIONS.All bearings 22-1-11. (lb) - Max Horz 2=-142(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 8 except 12=-181(LC 12), 10=-191(LC 13) Max Grav All reactions 250 lb or less at joint(s) 8 except 14=337(LC 3), 2=274(LC 1), 11=682(LC 20), 12=350(LC 19), 10=478(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-443/127, 3-15=-449/118, 4-15=-449/118, 4-14=-666/179, 4-5=-111/354, 6-16=-39/337, 6-17=-71/335, 7-17=-85/250, 7-18=-154/371, 8-18=-176/290 BOT CHORD 2-14=-127/449 WEBS 6-11=-550/68, 5-12=-285/187, 7-10=-316/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-11-14, Interior(1) 3-11-14 to 14-4-6, Exterior(2) 14-4-6 to 17-4-6, Interior(1) 17-4-6 to 23-2-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 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, with BCDL = 10.0psf. 9) All bearings are assumed to be User Defined crushing capacity of 425 psi. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 8 except (jt=lb) 12=181, 10=191. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss P14 Truss Type PIGGYBACK Qty 1 Ply 1 WF52 Job Reference (optional) I38530517 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:55 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6_4kNktWnasQ7EnfsvbDT2FuxbUx5y8tJQlpjiydm6w Scale = 1:31.5 1 2 3 4 5 6 7 8 9 13 12 11 10 14 15 3x4 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 18-0-13 18-0-13 3-5-14 3-5-14 14-6-15 11-1-1 18-0-13 3-5-14 0-4-132-9-62-10-140-1-80-4-130-1-82-9-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-2-0,0-1-13], [7:0-2-0,0-1-13], [8:0-2-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.13 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 9 9 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 50 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 16-9-11. (lb) - Max Horz 2=-53(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 11, 13, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=324(LC 23), 13=320(LC 23), 10=320(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-11=-253/94 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 7-8-12, Interior(1) 7-8-12 to 14-6-15, Exterior(2) 14-6-15 to 17-10-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11, 13, 10, 8. 8) Non Standard bearing condition. Review required. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V01 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530518 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:56 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-aAe7b4u9Yu_HlOMrQc6S0Gn3I_r2qP30X4VNG9ydm6v Scale = 1:36.6 1 2 3 4 7 6 5 8 9 2x4 4x4 2x4 2x4 2x4 2x4 2x4 6-7-11 6-7-11 5-5-15 5-5-15 6-7-11 1-1-12 0-0-45-5-154-4-312.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.19 0.08 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 29 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 6-7-7. (lb) - Max Horz 1=138(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 5, 6 except 1=-111(LC 19), 7=-205(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6 except 7=360(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-310/232 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-5-15, Exterior(2) 5-5-15 to 6-5-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 6 except (jt=lb) 1=111, 7=205. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V02 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530519 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:57 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-aAe7b4u9Yu_HlOMrQc6S0Gn2A_r0qPY0X4VNG8ydm6v Scale = 1:22.0 1 2 3 5 4 6 7 2x4 4x4 2x4 2x4 2x4 4-11-11 4-11-11 3-9-15 3-9-15 4-11-11 1-1-12 0-0-43-9-152-8-312.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.20 0.08 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=132/4-11-7, 4=16/4-11-7, 5=210/4-11-7 Max Horz 1=88(LC 12) Max Uplift 1=-7(LC 13), 4=-30(LC 13), 5=-46(LC 12) Max Grav 1=132(LC 1), 4=19(LC 20), 5=222(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 3-9-15, Exterior(2) 3-9-15 to 4-9-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V03 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530520 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:58 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-XZmt?mwP4VE?_iWEX19w5htR?oYQIJLJ?O_UK1ydm6t Scale = 1:13.7 1 2 3 5 4 2x4 4x4 2x4 2x4 2x4 3-3-11 3-3-11 2-1-15 2-1-15 3-3-11 1-1-12 0-0-42-1-151-0-312.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.05 0.02 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=69/3-3-7, 4=34/3-3-7, 5=122/3-3-7 Max Horz 1=38(LC 12) Max Uplift 1=-18(LC 13), 4=-25(LC 13), 5=-14(LC 12) Max Grav 1=69(LC 1), 4=37(LC 20), 5=129(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V04 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530521 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:59 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-?lKFD6w1rpMscr5Q5lg9euPcNCte1mmSE2j1sTydm6s Scale = 1:8.4 1 2 3 2x4 3x4 2x4 0-0-4 0-0-4 2-2-14 2-2-10 1-1-7 1-1-7 2-2-14 1-1-7 0-0-41-1-70-0-412.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.01 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=61/2-2-6, 3=61/2-2-6 Max Horz 1=-15(LC 8) Max Uplift 1=-7(LC 12), 3=-7(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V05 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530522 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:05:59 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-?lKFD6w1rpMscr5Q5lg9euPYuCqE1lRSE2j1sTydm6s Scale = 1:48.5 1 2 3 4 7 6 5 8 9 4x4 4x6 2x4 2x4 2x4 2x4 -1-6-8 1-6-8 6-6-0 6-6-0 1-8-78-2-712.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.29 0.24 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.03 0.00 (loc) 2 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 35 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5 REACTIONS.(lb/size)7=200/6-6-0, 5=135/6-6-0, 6=263/6-6-0 Max Horz 7=216(LC 12) Max Uplift 7=-25(LC 10), 5=-65(LC 12), 6=-321(LC 12) Max Grav 7=264(LC 21), 5=192(LC 19), 6=420(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-304/258 WEBS 3-6=-337/296 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-6-8 to 1-5-8, Interior(1) 1-5-8 to 6-4-4 zone; cantilever left and right exposed ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5 except (jt=lb) 6=321. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V06 Truss Type VALLEY Qty 1 Ply 1 WF52 Job Reference (optional) I38530523 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:00 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-TxtdQSxfc7UjE?gdfSBOA6ylhcCEmDQcSiTaPwydm6r Scale = 1:38.8 1 2 3 5 4 6 7 82x4 2x4 2x4 2x4 2x4 6-6-7 6-6-7 0-0-46-6-712.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.16 0.13 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=36/6-6-3, 4=125/6-6-3, 5=321/6-6-3 Max Horz 1=183(LC 12) Max Uplift 1=-38(LC 10), 4=-72(LC 12), 5=-185(LC 12) Max Grav 1=161(LC 12), 4=177(LC 19), 5=379(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-254/228 WEBS 2-5=-287/220 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 6-4-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=185. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V07 Truss Type VALLEY Qty 2 Ply 1 WF52 Job Reference (optional) I38530524 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:01 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-x8R0eoyHNQcar9EpD9idjJVwF?XqVe9lhMC8xMydm6q Scale = 1:80.9 1 2 3 4 5 6 10 9 8 7 11 12 3x4 2x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 13-8-7 13-8-3 13-8-7 13-8-7 0-0-413-8-712.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.17 0.17 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 70 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 5-8 REACTIONS.All bearings 13-8-3. (lb) - Max Horz 1=399(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-149(LC 10), 8=-197(LC 12), 9=-187(LC 12), 10=-155(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7 except 1=403(LC 12), 8=509(LC 19), 9=407(LC 19), 10=279(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-569/475, 2-4=-435/367, 4-5=-262/228 WEBS 5-8=-294/224, 4-9=-276/210 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 13-6-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1=149, 8=197, 9=187, 10=155. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V08 Truss Type VALLEY Qty 1 Ply 1 WF52 Job Reference (optional) I38530525 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:02 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-PK?Or7zv8kkRTJp?mtDsFX15GPtNE3?vw0yhToydm6p Scale = 1:72.8 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 3x4 4x4 3x4 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 0-0-4 0-0-4 24-0-14 24-0-10 12-0-7 12-0-7 24-0-14 12-0-7 0-0-412-0-70-0-412.00 12 Plate Offsets (X,Y)-- [12:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.15 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 103 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS.All bearings 24-0-6. (lb) - Max Horz 1=-226(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 9 except 13=-195(LC 12), 14=-195(LC 12), 11=-195(LC 13), 10=-196(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 12=390(LC 22), 13=488(LC 19), 14=426(LC 19), 11=486(LC 20), 10=427(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-263/186 WEBS 4-13=-283/221, 2-14=-280/213, 6-11=-282/221, 8-10=-280/213 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 12-0-7, Exterior(2) 12-0-7 to 15-0-7, Interior(1) 15-0-7 to 23-8-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9 except (jt=lb) 13=195, 14=195, 11=195, 10=196. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V09 Truss Type GABLE Qty 1 Ply 1 WF52 Job Reference (optional) I38530526 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:03 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-tWZm3T_Yv2sI5TOCKak6okaGdpDkzYw29ghF?Fydm6o Scale = 1:62.9 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 3x4 3x4 3x4 3x4 5x6 4x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 20-8-14 20-8-10 10-4-7 10-4-7 20-8-14 10-4-7 0-0-410-4-70-0-412.00 12 Plate Offsets (X,Y)-- [12:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.18 0.14 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 84 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12 REACTIONS.All bearings 20-8-6. (lb) - Max Horz 1=-194(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 9 except 13=-205(LC 12), 14=-153(LC 12), 11=-205(LC 13), 10=-153(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 12=375(LC 22), 13=489(LC 19), 14=304(LC 19), 11=489(LC 20), 10=304(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-294/230, 6-11=-293/230 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 10-4-7, Exterior(2) 10-4-7 to 13-4-7, Interior(1) 13-4-7 to 20-4-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9 except (jt=lb) 13=205, 14=153, 11=205, 10=153. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V10 Truss Type VALLEY Qty 1 Ply 1 WF52 Job Reference (optional) I38530527 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:05 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pvhWT9?oRf7?KmYaS?nat9fbTdu1RTdLc_AL47ydm6m Scale = 1:55.0 1 2 3 4 5 8 7 6 9 10 11 12 3x4 4x4 3x4 5x6 2x4 2x4 2x4 2x4 0-0-4 0-0-4 17-4-14 17-4-10 8-8-7 8-8-7 17-4-14 8-8-7 0-0-48-8-70-0-412.00 12 Plate Offsets (X,Y)-- [4:0-0-0,0-0-0], [7:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.22 0.15 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 65 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 REACTIONS.All bearings 17-4-6. (lb) - Max Horz 1=-162(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-235(LC 12), 6=-234(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=358(LC 22), 8=488(LC 19), 6=488(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-327/253, 4-6=-327/252 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 8-8-7, Exterior(2) 8-8-7 to 11-8-7, Interior(1) 11-8-7 to 17-0-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=235, 6=234. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V11 Truss Type VALLEY Qty 1 Ply 1 WF52 Job Reference (optional) I38530528 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:05 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-pvhWT9?oRf7?KmYaS?nat9fccdu5RTWLc_AL47ydm6m Scale = 1:44.9 1 2 3 4 5 8 7 6 9 10 11 12 13 143x4 4x4 3x4 5x6 2x4 2x4 2x4 2x4 0-0-4 0-0-4 14-0-14 14-0-10 7-0-7 7-0-7 14-0-14 7-0-7 0-0-47-0-70-0-412.00 12 Plate Offsets (X,Y)-- [7:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.15 0.15 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 14-0-6. (lb) - Max Horz 1=-129(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-188(LC 12), 6=-188(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=346(LC 22), 8=371(LC 19), 6=369(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-268/208, 4-6=-268/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 7-0-7, Exterior(2) 7-0-7 to 10-0-7, Interior(1) 10-0-7 to 13-8-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=188, 6=188. 7) Non Standard bearing condition. Review required. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V12 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530529 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:06 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-I5FvhV0QCzFsyw7m?jIpQNCnD0F0AxYUrewvcaydm6l Scale = 1:34.8 1 2 3 4 5 8 7 6 9 10 11 12 3x4 4x4 3x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 10-8-14 10-8-10 5-4-7 5-4-7 10-8-14 5-4-7 0-0-45-4-70-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.10 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-8-6. (lb) - Max Horz 1=-97(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-190(LC 12), 6=-190(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=336(LC 19), 6=336(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-281/220, 4-6=-281/220 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-4-7, Exterior(2) 5-4-7 to 8-4-7, Interior(1) 8-4-7 to 10-4-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=190, 6=190. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V13 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530530 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:07 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-mIoHur12yGNjZ4izZQp2yalydQbKvOIe3IfS80ydm6k Scale = 1:25.5 1 2 3 4 5 6 7 8 2x4 4x4 2x4 2x4 0-0-4 0-0-4 7-4-14 7-4-10 3-8-7 3-8-7 7-4-14 3-8-7 0-0-43-8-70-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.18 0.10 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=160/7-4-6, 3=160/7-4-6, 4=216/7-4-6 Max Horz 1=-65(LC 8) Max Uplift 1=-37(LC 13), 3=-37(LC 13), 4=-2(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 3-8-7, Exterior(2) 3-8-7 to 6-8-7, Interior(1) 6-8-7 to 7-0-10 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V14 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530531 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:08 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-EUMf6B1gjaVaBEH978KHVoH9aqyhersnIyP?hSydm6j Scale = 1:13.0 1 2 3 4 2x4 4x4 2x4 2x4 4-0-10 4-0-10 4-0-14 0-0-4 2-0-7 2-0-7 4-0-14 2-0-7 0-0-42-0-70-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.04 0.02 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=80/4-0-6, 3=80/4-0-6, 4=108/4-0-6 Max Horz 1=-33(LC 8) Max Uplift 1=-19(LC 13), 3=-19(LC 13), 4=-1(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) All bearings are assumed to be User Defined crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 8) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V15 Truss Type VALLEY Qty 2 Ply 1 WF52 Job Reference (optional) I38530532 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:09 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-igw1JX2IUudRpOsLhrrW1?qI8EG0NEexXc8ZDuydm6i Scale = 1:86.7 1 2 3 4 5 6 10 9 8 7 11 12 3x4 2x4 2x4 3x4 2x4 2x4 5x6 2x4 2x4 2x4 0-0-4 0-0-4 15-4-7 15-4-3 15-4-7 15-4-7 0-0-415-4-712.00 12 Plate Offsets (X,Y)-- [9:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.18 0.15 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 91 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 5-8 REACTIONS.All bearings 15-4-3. (lb) - Max Horz 1=447(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 7, 1 except 8=-191(LC 12), 9=-185(LC 12), 10=-180(LC 12) Max Grav All reactions 250 lb or less at joint(s) 7 except 1=395(LC 12), 8=486(LC 19), 9=468(LC 19), 10=374(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-587/484, 2-4=-429/357, 4-5=-257/221 WEBS 5-8=-284/218, 4-9=-272/209, 2-10=-260/198 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-7, Interior(1) 3-4-7 to 15-1-11 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 1 except (jt=lb) 8=191, 9=185, 10=180. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V16 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530533 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:10 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-AtUPXs3xFBlIQYRYEYMlaDNQBebC6kU4mGu6lLydm6h Scale = 1:28.9 1 2 3 4 5 2x4 2x4 2x4 5-0-11 5-0-11 0-0-45-0-1112.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.35 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 18 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=182/5-0-7, 3=182/5-0-7 Max Horz 1=138(LC 12) Max Uplift 3=-105(LC 12) Max Grav 1=182(LC 1), 3=197(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 4-10-15 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=105. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V17 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530534 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:10 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-AtUPXs3xFBlIQYRYEYMlaDNTfedI6kU4mGu6lLydm6h Scale = 1:20.0 1 2 3 2x4 2x4 2x4 3-4-11 3-4-11 0-0-43-4-1112.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.13 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=116/3-4-7, 3=116/3-4-7 Max Horz 1=87(LC 12) Max Uplift 3=-67(LC 12) Max Grav 1=116(LC 1), 3=125(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V18 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530535 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:11 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-e32okC4Z0Vt92i?koGu_7Qvf71_arBkD_wdgHnydm6g Scale = 1:11.6 1 2 3 2x4 2x4 2x4 1-8-11 1-8-11 0-0-41-8-1112.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.02 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 5 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=49/1-8-7, 3=49/1-8-7 Max Horz 1=37(LC 12) Max Uplift 3=-28(LC 12) Max Grav 1=49(LC 1), 3=53(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V19 Truss Type VALLEY Qty 1 Ply 1 WF52 Job Reference (optional) I38530536 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:12 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6FcAyY5Bnp?0grawMzPDfeSoVRHjaeHNDaNDqDydm6f Scale = 1:42.3 1 2 3 5 4 6 72x4 2x4 2x4 2x4 2x4 7-2-8 7-2-8 0-0-47-2-812.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.17 0.15 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=72/7-2-4, 4=123/7-2-4, 5=341/7-2-4 Max Horz 1=203(LC 12) Max Uplift 1=-17(LC 10), 4=-71(LC 12), 5=-196(LC 12) Max Grav 1=161(LC 12), 4=180(LC 19), 5=415(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/237 WEBS 2-5=-303/226 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-2-8, Interior(1) 3-2-8 to 7-0-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=196. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V20 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530537 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:12 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-6FcAyY5Bnp?0grawMzPDfeSobRITaeLNDaNDqDydm6f Scale = 1:33.1 1 2 3 5 4 6 7 2x4 2x4 2x4 2x4 2x4 5-6-8 5-6-8 0-0-45-6-812.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.17 0.10 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=-50/5-6-4, 4=124/5-6-4, 5=329/5-6-4 Max Horz 1=153(LC 12) Max Uplift 1=-95(LC 19), 4=-72(LC 12), 5=-189(LC 12) Max Grav 1=181(LC 12), 4=134(LC 19), 5=355(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-259/234 WEBS 2-5=-296/235 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-4-12 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=189. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V21 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530538 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:13 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-aSAY9u5pY67tH?97whwSCr?yqreMJ5DWSE6mMgydm6e Scale = 1:23.1 1 2 3 4 2x4 2x4 2x4 4-0-0 4-0-0 0-0-44-0-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.20 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=140/3-11-12, 3=140/3-11-12 Max Horz 1=106(LC 12) Max Uplift 3=-81(LC 12) Max Grav 1=140(LC 1), 3=151(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 3-10-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V22 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530539 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:13 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-aSAY9u5pY67tH?97whwSCr??ArfnJ5DWSE6mMgydm6e Scale = 1:14.7 1 2 3 2x4 2x4 2x4 2-4-0 2-4-0 0-0-42-4-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.05 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=73/2-3-12, 3=73/2-3-12 Max Horz 1=56(LC 12) Max Uplift 3=-42(LC 12) Max Grav 1=73(LC 1), 3=79(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V23 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530540 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:14 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-3ekwME6RJQFkv9kJTORhk3X9UF?k2YTggusKu6ydm6d Scale = 1:16.9 1 2 3 2x4 2x4 2x4 2-9-3 2-9-3 0-0-42-9-312.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=91/2-8-15, 3=91/2-8-15 Max Horz 1=69(LC 12) Max Uplift 3=-52(LC 12) Max Grav 1=91(LC 1), 3=98(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V24 Truss Type Valley Qty 1 Ply 1 WF52 Job Reference (optional) I38530541 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:15 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-XqHIaa734kNbXJJV16ywHG4K?fLqn?jpvYbtQYydm6c Scale = 1:17.8 1 2 3 2x4 2x4 2x4 2-11-8 2-11-8 0-0-42-11-812.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.09 0.06 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=98/2-11-4, 3=98/2-11-4 Max Horz 1=74(LC 12) Max Uplift 3=-57(LC 12) Max Grav 1=98(LC 1), 3=106(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4653A Truss V25 Truss Type VALLEY Qty 1 Ply 1 WF52 Job Reference (optional) I38530542 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 14 09:06:15 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:l1Hp_nbeoB?MKFhGuS3ZneyeD3D-XqHIaa734kNbXJJV16ywHG4LyfLQn?jpvYbtQYydm6c Scale = 1:12.9 1 2 3 2x4 2x4 2x4 1-11-14 1-11-14 0-0-41-11-1412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 6 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=60/1-11-10, 3=60/1-11-10 Max Horz 1=45(LC 12) Max Uplift 3=-34(LC 12) Max Grav 1=60(LC 1), 3=64(LC 19) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=3.0psf; h=30ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) All bearings are assumed to be User Defined crushing capacity of 425 psi. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 7) This truss is designed for a creep factor of 2.00, which is used to calculate the total load deflection. September 16,2019 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths Truss Connector Total ListManuf Product QtyHGUS28-2 1Simpson HUS26 4LGT3 2LU24 79Simpson LU26 1One H2.5A 160One HTS20 2TJC37 9Simpson Two H2.5A 28Two HTS20 2ATTICACCESSE1E2E3E4E5E6E7E8E9E10E11E12E13E14E15E16E17E18N1N4N14N5N7N8 N15N10N11N12N13LAY01LAY02LAY02LAY02LAY03LAY04LAY02LAY05LAY06LAY07LAY07BM1BM2BM3BM4BM5BM6G01H17H01H18H19H20H21G02A1A2A3A4A5A6A7A8A9B1B2B3B4G03H02H03G03H02H03G04H04L1G03H05H06J03J06J07J07G05H07H08H25H24H23H22C5C4C3C2C1G06G07H09H10D1J06G08G09H11J09J10G10K1G11H13G12J12G12J12G11H13J13J13G13H14H15H16G11H13G12J12G12J12G11H13J14J15E1V01V02V03V04V05V06V07V08V09V10V11V12V13V14V15V16V17V18V19V20V21V22V23V24V25V15V07P01P04P05P06P07P09P10P11P12P13P14P05P06P08P03P03J01(8)J01(5)J01(3)J02(3)J04(2)J05(2)J05(2)J05(2)D2(2)J08(11)F1(3)J11(3)J11(6)E2(2)E3(2)P02(4)P07(9)P07(3)19-10-0020-00-0024-08-00 5-04-0069-10-0013-10-0050-08-005-04-0069-10-0021-09-0822-00-007-05-00 14-06-00 14-03-0880-00-005-03-00 16-06-0023-04-0034-11-0080-00-0010-00-0018-00-0015-06-0024-09-006-06-0014-11-002-00-002-00-002-00-002-05-082-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-006-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-009-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-006-00-006-00-002-00-002-00-001-03-006-00-002-00-002-00-002-00-002-00-00THIS IS A TRUSS PLACEMENT DIAGRAM ONLY.These trusses are designed as individual buildingcomponents to be incorporated into the building design at the specification of the building designer. Seeindividual design sheets for each truss design identified on the placement drawing. The building designer isresponsible for temporary and permanent bracing of the roof and floor system and for the overall structure.The design of the truss support structure including headers, beams, walls, and columns is the responsibility ofthe building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" availablefrom the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179.SHOP DRAWING APPROVALTHIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES ANDVOIDS ALL PREVIOUS ARCHITECTURAL OROTHER TRUSS LAYOUTS. REVIEW AND APPROVAL OF THIS LAYOUT MUSTBE RECEIVED BEFORE ANY TRUSSES WILLBE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU.REVIEWED BY:__________________________ APPROVED BY:______________________________ DATE:___________2702 North Tibbs AvenueIndianapolis, Indiana 46222Job Name:Sales Rep:9/17/2019Floor Area: 0Roof Area: 6409.03Hip Lines: 275.57Horizontal OH: 332.96Rake OH: 134.19Valley Lines: 183.22Ridge Lines: 101.54SHOOPMAN HOMESModel:WF52Order #:Designer:Client:Date: