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HomeMy WebLinkAboutTrusses 6.10.18Re: Liu, Xuegang Pages or sheets covered by this seal: I33616404 thru I33616444 My license renewal date for the state of Indiana is July 31, 2018. hmp_b24_copy Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. IMPORTANT NOTE: McKenzie 206 Bridgemont The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. June 8,2018 Job HMP_B24_COPY Truss GE01 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616404 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-45swOicY4XumH4rP3oNu41rqqVMJR9Q9IPwvepz8M5s Scale = 1:103.8 1 2 34 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 3031 32 33 34 35 36 37 38 39 40 41 42 43 83 82 81 80 79 78 77 76 75 74 73 72 71 70 69 68 6766 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 3x6 3x6 4x6 4x6 8x8 6x6 8x8 3x4 3x4 5x6 3x6 5x6 10-1-0 10-1-0 19-10-8 9-9-8 48-11-0 29-0-8 -0-11-0 0-11-0 16-2-4 16-2-4 32-10-1 16-7-13 48-11-0 16-0-15 1- 8 - 8 12 - 6 - 0 1- 9 - 6 4- 1 0 - 1 2 12 - 6 - 0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [16:0-3-0,0-3-8], [27:0-4-0,Edge], [35:0-4-0,Edge], [56:0-3-0,0-0-4], [67:0-3-0,0-1-8] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.53 0.24 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 0.01 -0.00 (loc) 1 1 44 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 454 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 30-57,29-58,28-59,26-60,25-61,24-62,23-63,22-64,21-65,20-66,19-68,18-69,17-70,15-71,31-55,32-54,33-53,34-52: 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 (6-0-0 max.): 16-30. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 75-76,74-75. WEBS 1 Row at midpt 30-57, 29-58, 28-59, 26-60, 25-61, 24-62, 23-63, 22-64, 21-65, 20-66, 19-68, 18-69, 17-70, 15-71, 31-55, 32-54, 33-53, 34-52 REACTIONS.All bearings 48-11-0. (lb) - Max Horz 83=309(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 67, 58, 59, 60, 61, 62, 63, 64, 65, 66, 68, 69, 72, 73, 74, 76, 77, 78, 79, 80, 81, 54, 53, 52, 51, 50, 49, 48, 47, 46 except 83=-532(LC 4), 44=-170(LC 5), 75=-126(LC 5), 82=-405(LC 5), 45=-165(LC 4) Max Grav All reactions 250 lb or less at joint(s) 44, 75, 67, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 68, 69, 70, 71, 72, 73, 74, 76, 77, 78, 79, 80, 81, 55, 54, 53, 52, 51, 50, 49, 48, 47, 46, 45 except 83=578(LC 5), 82=379(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-83=-257/244, 2-3=-274/266, 11-12=-25/258, 12-13=-24/289, 13-14=-25/324, 14-15=-22/354, 15-16=-26/331, 16-17=-2/319, 17-18=-2/319, 18-19=-2/319, 19-20=-2/319, 20-21=-2/319, 21-22=-2/319, 22-23=-2/319, 23-24=-2/319, 24-25=-2/319, 25-26=-2/319, 26-27=-2/319, 27-28=-2/319, 28-29=-2/319, 29-30=-3/319, 30-31=-25/349, 31-32=-26/346, 32-33=-26/312, 33-34=-26/279 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 67, 58, 59, 60, 61, 62, 63, 64, 65, 66, 68, 69, 72, 73, 74, 76, 77, 78, 79, 80, 81, 54, 53, 52, 51, 50, 49, 48, 47, 46 except (jt=lb) 83=532, 44=170, 75=126, 82=405, 45=165. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 75, 68, 69, 70, 71, 72, 73, 74, 76, 77, 78, 79, 80, 81, 82. Continued on page 2 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss GE01 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616404 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:47 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-45swOicY4XumH4rP3oNu41rqqVMJR9Q9IPwvepz8M5s NOTES- 13) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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 HMP_B24_COPY Truss GE02 Truss Type GABLE COMMON Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616405 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-YHQIc1dArq0duEQbcVu7cENv0vd7AP6IX3fSBFz8M5r Scale = 1:107.3 1 2 3 4 5 6 7 8 9 10 11 12 27 26 25 24 22 21 20 19 18 17 16 15 14 13 38 23 3x6 5x6 3x6 5x8 5x8 2x4 2x4 6x8 3x6 8x8 3x8 4x10 4x8 4x8 2x4 3x6 3x8 3x4 5x6 5x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-1-0 10-1-0 16-2-4 6-1-4 19-10-8 3-8-4 22-2-8 2-4-0 23-2-8 1-0-0 24-2-8 1-0-0 24-6-8 0-4-0 30-9-7 6-2-15 37-4-5 6-6-15 44-9-0 7-4-11 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-8 3-8-4 24-2-8 4-4-0 30-9-7 6-6-15 37-4-5 6-6-15 44-9-0 7-4-11 46-2-0 1-5-0 1- 8 - 8 12 - 6 - 0 0- 7 - 0 9- 1 - 1 2 12 - 6 - 0 8.00 12 4.50 12 6.00 12 Plate Offsets (X,Y)-- [5:0-4-4,0-2-4], [10:0-4-12,0-2-4], [11:0-3-8,Edge], [21:0-2-12,Edge], [24:0-6-0,0-2-8], [26:0-4-0,0-3-15], [27:0-2-11,0-2-8], [30:0-1-14,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.95 0.53 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.32 -0.86 0.30 0.12 (loc) 26-27 26-27 23 26 l/defl >826 >312 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 237 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 26-27: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 4-25,5-25,6-25,6-24,21-24: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud WEDGE Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 26-27,24-25,21-22 9-9-4 oc bracing: 25-26. WEBS 1 Row at midpt 4-25, 5-25, 6-24, 2-27 REACTIONS.All bearings 20-6-0 except (jt=length) 22=2-0-0, 22=2-0-0, 27=0-3-8, 23=0-3-8. (lb) - Max Horz 27=285(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 22, 22, 20, 11, 14, 13 except 21=-195(LC 6), 16=-105(LC 4), 19=-166(LC 2) Max Grav All reactions 250 lb or less at joint(s) 22, 17, 15, 14, 13, 23 except 21=1537(LC 1), 21=1537(LC 1), 20=459(LC 11), 16=422(LC 11), 27=813(LC 10), 11=256(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1719/234, 3-4=-1563/253, 4-5=-437/112, 5-6=-270/131, 6-7=-150/973, 7-8=-155/952, 8-9=-155/952 BOT CHORD 26-27=-543/1428, 25-26=-361/1555, 7-21=-343/128, 20-21=-326/89, 19-20=-326/89, 18-19=-326/89, 17-18=-326/89, 16-17=-326/89 WEBS 4-26=-276/1465, 4-25=-1556/406, 6-25=-128/711, 6-21=-1264/259, 9-21=-688/151, 9-20=-299/191, 10-16=-433/135, 2-27=-1572/292 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 5) Provide adequate drainage to prevent water ponding. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearing at joint(s) 27 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 100 lb uplift at joint(s) 22, 20, 11, 14, 13 except (jt=lb) 21=195, 16=105, 19=166. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss GE02 Truss Type GABLE COMMON Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616405 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:48 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-YHQIc1dArq0duEQbcVu7cENv0vd7AP6IX3fSBFz8M5r NOTES- 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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 HMP_B24_COPY Truss GE03 Truss Type GABLE COMMON Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616406 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-1U_hpNeoc88UWN?nADPM9Sw45Iy?vulSljP0jhz8M5q Scale = 1:111.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 24 23 22 21 20 19 18 17 16 15 3x6 5x8 3x6 5x8 2x4 2x4 2x4 6x10 3x6 8x8 3x8 3x8 4x8 2x4 3x12 2x4 3x12 2x4 3x4 5x6 4x10 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-1-0 10-1-0 16-2-4 6-1-4 19-10-0 3-7-12 19-10-8 0-0-8 25-8-11 5-10-3 31-5-10 5-8-15 37-4-5 5-10-11 42-2-8 4-10-3 44-9-0 2-6-8 -0-11-0 0-11-0 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-0 3-7-12 25-8-11 5-10-11 31-5-10 5-8-15 37-4-5 5-10-11 44-9-0 7-4-11 46-2-0 1-5-0 1- 8 - 8 12 - 6 - 0 0- 7 - 0 9- 1 - 1 2 9- 1 - 8 3- 4 - 4 8.00 12 4.50 12 6.00 12 Plate Offsets (X,Y)-- [6:0-6-4,0-2-4], [11:0-5-8,0-2-8], [13:0-0-6,0-2-0], [20:0-4-12,Edge], [23:0-4-0,0-3-15], [24:0-2-11,0-2-8], [29:0-1-15,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.93 0.61 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.31 -0.79 0.07 0.08 (loc) 23-24 23-24 13 16-17 l/defl >766 >298 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 218 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 23-24: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 5-22,6-22: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud SLIDER Right 2x4 SPF-S Stud 3-11-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-3 oc purlins, except end verticals, and 2-0-0 oc purlins (4-5-10 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-22, 20-22, 8-20, 3-24 REACTIONS.All bearings 0-3-8 except (jt=length) 13=2-10-0. (lb) - Max Horz 24=315(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 20=-122(LC 6), 13=-134(LC 5) Max Grav All reactions 250 lb or less at joint(s) 15 except 20=2133(LC 1), 24=639(LC 10), 13=798(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-826/184, 4-5=-671/204, 6-7=-102/1281, 7-8=-101/1256, 8-9=-1489/398, 9-10=-1489/398, 10-11=-1489/398, 11-12=-1396/285, 12-13=-1510/267, 2-24=-290/122 BOT CHORD 23-24=-515/873, 22-23=-316/727, 7-20=-331/137, 19-20=-278/746, 18-19=-278/746, 17-18=-278/746, 16-17=-199/1310, 15-16=-202/1306, 13-15=-202/1306 WEBS 5-23=-243/838, 5-22=-1028/379, 6-22=-112/722, 20-22=-255/134, 6-20=-1577/256, 8-20=-1980/204, 8-17=-108/923, 10-17=-379/148, 3-24=-878/221 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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) 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 122 lb uplift at joint 20 and 134 lb uplift at joint 13. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design 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. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss GE04 Truss Type GABLE Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616407 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-VgY31jfRNSGL8XZ_kwwbifTQwiQleSlb_N8ZF8z8M5p Scale = 1:86.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 41 40 39 38 37 36 35 3433 32 31 30 29 28 27 26 25 24 23 22 42 43 44 45 50 48 46 47 49 51 52 53 3x6 6x8 6x8 3x6 3x6 3x6 3x6 22-11-0 22-11-0 -1-3-8 1-3-8 8-11-6 8-11-6 13-11-10 5-0-4 22-11-0 8-11-6 24-2-8 1-3-8 3- 0 - 1 0 12 - 0 - 0 3- 0 - 1 0 12 - 0 - 0 12.00 12 Plate Offsets (X,Y)-- [9:0-2-8,Edge], [13:0-2-8,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.22 0.07 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.01 0.02 (loc) 20-21 20-21 22 21 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 210 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 8-33,7-34,6-36,14-29,15-28,16-27: 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 (6-0-0 max.): 9-13. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 40-41,39-40,23-24,22-23. WEBS 1 Row at midpt 8-33, 7-34, 6-36, 15-28, 16-27 JOINTS 1 Brace at Jt(s): 42, 48, 50, 51 REACTIONS.All bearings 22-11-0. (lb) - Max Horz 41=-308(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 33, 34, 36, 37, 38, 40, 28, 27, 26, 25 except 41=-274(LC 4), 22=-200(LC 5), 39=-289(LC 6), 24=-271(LC 7) Max Grav All reactions 250 lb or less at joint(s) 33, 34, 36, 37, 38, 39, 40, 29, 28, 27, 26, 25, 24, 23, 32, 31, 30 except 41=305(LC 5), 22=268(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-41=-279/259, 7-8=-43/270, 14-15=-48/270, 20-22=-266/189 BOT CHORD 40-41=-276/287, 39-40=-276/287 WEBS 2-44=-197/287, 39-44=-227/322, 24-46=-169/300, 20-46=-147/268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 33, 34, 36, 37, 38, 40, 28, 27, 26, 25 except (jt=lb) 41=274, 22=200, 39=289, 24=271. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss GE05 Truss Type Common Supported Gable Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616408 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-zs5RE3g38lOClh8AIdSqEt?Xf6kGMx1lD1u6naz8M5o Scale = 1:85.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 3x6 4x6 3x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 16-5-0 16-5-0 -1-0-6 1-0-6 8-2-8 8-2-8 16-5-0 8-2-8 17-5-6 1-0-6 2- 2 - 4 10 - 4 - 1 2 2- 2 - 4 12.00 12 Plate Offsets (X,Y)-- [26:0-3-0,0-3-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.47 0.24 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.00 0.00 (loc) 15 15 16 15 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 123 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 8-22,7-23,9-21: 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. WEBS 1 Row at midpt 8-22, 7-23, 9-21 REACTIONS.All bearings 16-5-0. (lb) - Max Horz 28=259(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 23, 24, 25, 26, 21, 20, 19, 18 except 28=-278(LC 4), 16=-275(LC 5), 27=-245(LC 5), 17=-267(LC 4) Max Grav All reactions 250 lb or less at joint(s) 23, 24, 25, 26, 21, 20, 19, 18 except 28=261(LC 5), 16=261(LC 4), 22=386(LC 7), 27=261(LC 4), 17=278(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-24/278, 6-7=-22/345, 7-8=-27/363, 8-9=-28/362, 9-10=-23/345, 10-11=-25/278 WEBS 8-22=-443/0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 24, 25, 26, 21, 20, 19, 18 except (jt=lb) 28=278, 16=275, 27=245, 17=267. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss GE06 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616409 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-zs5RE3g38lOClh8AIdSqEt?d16igMzPlD1u6naz8M5o Scale = 1:100.3 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 30 29 28 2726 25 24 23 22 21 20 19 18 31 32 34 33 35 3x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 23-0-5 23-0-5 11-6-2 11-6-2 23-0-5 11-6-2 0- 0 - 4 11 - 6 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.07 0.34 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 17 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 142 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-26: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 7-24,11-23: 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. JOINTS 1 Brace at Jt(s): 31, 34, 35 REACTIONS.All bearings 23-0-5. (lb) - Max Horz 1=-259(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 17, 24, 25, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18 Max Grav All reactions 250 lb or less at joint(s) 1, 17, 27, 28, 29, 30, 22, 21, 20, 19, 18 except 24=425(LC 10), 23=426(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-355/74, 2-3=-278/63, 15-16=-274/52, 16-17=-350/63 BOT CHORD 1-30=-40/269, 29-30=-40/269, 28-29=-40/269, 27-28=-40/269, 26-27=-40/269, 25-26=-40/269, 24-25=-40/269, 23-24=-40/268, 22-23=-40/269, 21-22=-40/269, 20-21=-40/269, 19-20=-40/269, 18-19=-40/269, 17-18=-40/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 17, 24, 25, 27, 28, 29, 30, 23, 22, 21, 20, 19, 18. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss GE07 Truss Type GABLE Qty 2 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616410 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-R3fpSPghv3X3NrjMrLz3n4YoNW7s5RVuShdgK0z8M5n Scale = 1:25.9 1 2 3 5 4 2x4 3x6 3x6 4x6 1-10-8 1-10-8 -0-10-8 0-10-8 1-9-0 1-9-0 1-10-8 0-1-8 3- 9 - 1 4 1- 3 - 1 4 3- 1 1 - 6 3- 4 - 1 5 3- 7 - 1 4 0- 3 - 8 3- 1 1 - 6 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.03 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 5 5 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=181/0-1-8, 3=0/Mechanical Max Horz 4=83(LC 6), 3=61(LC 1) Max Uplift4=-67(LC 6) Max Grav 4=181(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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 1-4-0 oc. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 4 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 at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. TRUSS IS ESPECIALLY DESIGNED FOR BEARING CONDITION AS SHOWN. THIS TRUSS MUST BE SUPPORTED BY THE ADEQUATE STRUCTURAL SUPPORT BY OTHERS. PROVIDE ADEQUATE LATERAL BRACING, BY OTHERS, TO THIS TRUSS TO PREVENT OUT-PLANE MOVEMENT OR OVER-TURNING OF TRUSS. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss M01 Truss Type Piggyback Base Qty 3 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616411 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-vFDBflhJfNfw??IZP2UIJI5mlwKSqif2gLNDsSz8M5m Scale = 1:93.0 12 3 4 5 6 7 11 10 9 8 12 133x6 4x6 6x16 3x4 8x8 3x8 4x8 4x8 3x6 5x6 3x6 10-1-0 10-1-0 16-2-4 6-1-4 20-1-8 3-11-4 -0-11-0 0-11-0 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 20-1-8 3-11-4 1- 8 - 8 12 - 6 - 0 12 - 5 - 1 2 9- 1 - 1 2 4- 1 0 - 8 8.00 12 6.00 12 Plate Offsets (X,Y)-- [6:0-3-12,0-2-0], [10:0-4-0,0-3-15], [11:0-2-11,0-2-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.95 0.52 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.32 -0.84 0.37 0.11 (loc) 10-11 10-11 13 10 l/defl >748 >284 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 119 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 10-11: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 3-10,5-10,2-11,3-11: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 8-8-13 oc bracing. WEBS 1 Row at midpt 5-9, 6-9, 3-11 REACTIONS.(lb/size) 11=859/0-3-8, 13=768/0-3-0 Max Horz 11=385(LC 6) Max Uplift13=-154(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1641/248, 4-5=-1485/267, 5-6=-400/22, 2-11=-305/123 BOT CHORD 10-11=-632/1367, 9-10=-453/1484 WEBS 5-10=-357/1408, 5-9=-1508/476, 7-9=-175/725, 3-11=-1481/267, 7-13=-771/169 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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) Bearing at joint(s) 11, 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=154. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss M02 Truss Type Piggyback Base Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616412 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-vFDBflhJfNfw??IZP2UIJI5uiwNyqoV2gLNDsSz8M5m Scale = 1:91.4 1 2 3 4 5 11 10 9 8 7 6 12 13 3x6 4x6 5x8 2x4 2x4 3x6 5x8 3x6 3x12 3x6 4x8 3x6 3-4-0 3-4-0 6-2-4 2-10-4 6-4-0 0-1-12 12-5-4 6-1-4 16-4-8 3-11-4 3-4-0 3-4-0 6-4-0 3-0-0 7-10-10 1-6-10 12-5-4 4-6-10 16-4-8 3-11-4 4- 2 - 8 12 - 6 - 0 12 - 5 - 1 2 9- 1 - 1 2 4- 1 0 - 8 3- 4 - 1 2 12 - 6 - 0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [4:0-3-12,0-2-0], [5:0-1-8,0-3-0], [9:0-5-8,0-3-0] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.44 0.36 0.40 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.06 -0.18 0.31 0.06 (loc) 7-8 7-8 13 8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 114 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 2-10: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 5-6,3-7,4-7,5-7: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-6 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 7-11-12 oc bracing. WEBS 1 Row at midpt 3-7, 4-7 REACTIONS.(lb/size) 11=644/0-3-8, 13=619/0-3-0 Max Horz 11=254(LC 6) Max Uplift13=-152(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-866/355, 2-3=-1005/278, 3-4=-338/21, 1-11=-615/246 BOT CHORD 2-9=-286/0, 8-9=-549/742, 7-8=-459/947 WEBS 3-8=-379/723, 3-7=-901/481, 5-7=-171/570, 9-11=-394/33, 1-9=-257/678, 5-13=-622/173 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone;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) Bearing at joint(s) 13 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=152. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss M03 Truss Type MONOPITCH Qty 8 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616413 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-vFDBflhJfNfw??IZP2UIJI5z7wS5quk2gLNDsSz8M5m Scale = 1:25.9 1 2 3 5 4 2x4 3x6 3x6 4x6 1-10-8 1-10-8 -0-10-8 0-10-8 1-9-0 1-9-0 1-10-8 0-1-8 3- 9 - 1 4 1- 3 - 1 4 3- 1 1 - 6 3- 4 - 1 5 3- 7 - 1 4 0- 3 - 8 3- 1 1 - 6 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.03 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 5 5 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=181/0-1-8, 3=0/Mechanical Max Horz 4=83(LC 6), 3=61(LC 1) Max Uplift4=-67(LC 6) Max Grav 4=181(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 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 in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. TRUSS IS ESPECIALLY DESIGNED FOR BEARING CONDITION AS SHOWN. THIS TRUSS MUST BE SUPPORTED BY THE ADEQUATE STRUCTURAL SUPPORT BY OTHERS. PROVIDE ADEQUATE LATERAL BRACING, BY OTHERS, TO THIS TRUSS TO PREVENT OUT-PLANE MOVEMENT OR OVER-TURNING OF TRUSS. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss M04 Truss Type MONOPITCH Qty 6 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616414 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-NRnas5ixQgnnc9tlzm?XsVd8rJoAZL7Bv?6nOvz8M5l Scale = 1:28.0 1 2 3 5 4 2x4 3x6 3x6 4x6 2-1-8 2-1-8 -0-10-8 0-10-8 2-0-0 2-0-0 2-1-8 0-1-8 4- 2 - 0 1- 5 - 0 4- 3 - 8 3- 9 - 1 4- 0 - 0 0- 3 - 8 4- 3 - 8 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.04 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 0.00 (loc) 5 4-5 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=201/0-1-8, 3=-0/Mechanical Max Horz 4=-68(LC 1), 3=68(LC 1) Max Uplift4=-44(LC 6) Max Grav 4=201(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 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 in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. PROVIDE ANCHORAGE, DESIGNED BY OTHERS, AT BEARINGS TO RESIST MAX. UPLIFT AND MAX HORZ. REACTIONS SPECIFIED BELOW. TRUSS IS ESPECIALLY DESIGNED FOR BEARING CONDITION AS SHOWN. THIS TRUSS MUST BE SUPPORTED BY THE ADEQUATE STRUCTURAL SUPPORT BY OTHERS. PROVIDE ADEQUATE LATERAL BRACING, BY OTHERS, TO THIS TRUSS TO PREVENT OUT-PLANE MOVEMENT OR OVER-TURNING OF TRUSS. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss MG01 Truss Type Monopitch Girder Qty 1 Ply 2 McKenzie 206 Bridgemont Job Reference (optional) I33616415 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-NRnas5ixQgnnc9tlzm?XsVd7AJj4ZLeBv?6nOvz8M5l Scale = 1:30.2 1 2 4 3 5 6 3x6 2x4 4x6 2x4 4-0-8 4-0-8 4-0-8 4-0-8 1- 8 - 8 4- 4 - 1 3 8.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.36 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 -0.00 0.02 (loc) 3-4 3-4 3 3-4 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 42 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 3=721/0-3-8, 4=803/0-3-8 Max Horz 4=99(LC 5) Max Uplift3=-244(LC 5), 4=-155(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 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. 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) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=244, 4=155. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 613 lb down and 184 lb up at 0-10-12, and 611 lb down and 185 lb up at 2-10-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 5=-613(F) 6=-611(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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss PB01 Truss Type GABLE Qty 10 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616416 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-NRnas5ixQgnnc9tlzm?XsVd7WJnAZKEBv?6nOvz8M5l Scale = 1:42.4 1 2 3 4 5 6 7 10 9 8 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 16-7-13 16-7-13 8-3-15 8-3-15 16-7-13 8-3-15 0- 4 - 7 5- 6 - 1 0 0- 1 - 8 0- 4 - 7 0- 1 - 8 8.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.10 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 7 7 6 7 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 49 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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 15-1-15. (lb) - Max Horz 2=-120(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9 except 10=356(LC 10), 8=356(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-266/141, 5-8=-266/140 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss PB02 Truss Type GABLE Qty 4 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616417 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-reLy4RjZB_veEISxXTWmPjAGyj5SInfK8fsKwLz8M5k Scale = 1:46.2 1 2 3 4 5 6 7 8 13 12 11 10 9 4x6 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 21-2-1 21-2-1 8-3-15 8-3-15 10-10-1 2-6-2 21-2-1 10-4-1 0- 4 - 7 5- 5 - 2 3- 9 - 0 5- 6 - 1 0 0- 1 - 8 0- 4 - 0 0- 1 - 8 8.00 12 4.50 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.26 0.23 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.01 0.03 0.00 -0.01 (loc) 8 8 7 8 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 61 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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 19-2-8. (lb) - Max Horz 2=-136(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 10, 9, 7 Max Grav All reactions 250 lb or less at joint(s) 2, 11, 10, 7 except 13=359(LC 10), 9=439(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-13=-266/141, 6-9=-321/141 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 10, 9, 7. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss PB03 Truss Type Piggyback Qty 6 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616418 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-reLy4RjZB_veEISxXTWmPjAJzj8EIovK8fsKwLz8M5k Scale = 1:21.6 12 3 4 5 6 4x6 2x4 2x4 2x4 5-0-4 5-0-4 2-6-2 2-6-2 5-0-4 2-6-2 0- 5 - 3 2- 6 - 2 0- 1 - 8 0- 5 - 3 0- 1 - 8 12.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.07 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 5 5 4 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=120/3-10-14, 4=120/3-10-14, 6=113/3-10-14 Max Horz 2=-48(LC 4) Max Uplift2=-26(LC 6), 4=-29(LC 7) Max Grav 2=120(LC 1), 4=120(LC 1), 6=119(LC 2) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss PB04 Truss Type PIGGYBACK Qty 4 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616419 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-reLy4RjZB_veEISxXTWmPjAIjj7PIoAK8fsKwLz8M5k Scale = 1:18.5 1 2 3 4 2x4 2x4 2x4 3-11-4 3-11-4 0- 4 - 7 2- 7 - 8 0- 1 - 8 2- 6 - 0 0- 1 - 8 8.00 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.15 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 1 1 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=120/3-2-5, 2=152/3-2-5 Max Horz 2=76(LC 6) Max Uplift4=-31(LC 6), 2=-5(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss PBE01 Truss Type GABLE Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616420 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-JqvKHnjByI1VsS184B1?xwiVt7UX1FjUMJbtTnz8M5j Scale = 1:42.4 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 16-7-13 16-7-13 8-3-15 8-3-15 16-7-13 8-3-15 0- 4 - 7 5- 6 - 1 0 0- 1 - 8 0- 4 - 7 0- 1 - 8 8.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.06 0.04 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 12 13 12 12 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 65 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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 15-1-15. (lb) - Max Horz 2=120(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 19, 20, 21, 22, 17, 16, 15, 14. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss PBE02 Truss Type GABLE Qty 2 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616421 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-o0TiV6kqjb9MTccKeuYEU8Fe_XpfmirdbzLR?Ez8M5i Scale = 1:49.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 28 27 26 25 24 23 22 21 20 19 18 17 4x6 6x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 21-2-1 21-2-1 8-3-15 8-3-15 10-10-1 2-6-2 21-2-1 10-4-1 0- 4 - 7 5- 5 - 2 3- 9 - 0 5- 6 - 1 0 0- 1 - 8 0- 4 - 0 0- 1 - 8 8.00 12 4.50 12 Plate Offsets (X,Y)-- [25:0-2-9,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.11 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.01 0.00 -0.00 (loc) 16 16 15 16 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 79 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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 19-2-8. (lb) - Max Horz 2=-136(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 24, 26, 15, 27, 28, 22, 21, 20, 19, 18, 17 Max Grav All reactions 250 lb or less at joint(s) 2, 23, 24, 26, 15, 27, 28, 22, 21, 20, 19, 18 except 17=294(LC 11) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 24, 26, 15, 27, 28, 22, 21, 20, 19, 18, 17. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss PBE03 Truss Type Piggyback Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616422 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-o0TiV6kqjb9MTccKeuYEU8FfTXqimiPdbzLR?Ez8M5i Scale = 1:21.6 12 3 4 5 6 4x6 2x4 2x4 2x4 5-0-4 5-0-4 2-6-2 2-6-2 5-0-4 2-6-2 0- 5 - 3 2- 6 - 2 0- 1 - 8 0- 5 - 3 0- 1 - 8 12.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.07 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 -0.00 (loc) 5 5 4 5 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=120/3-10-14, 4=120/3-10-14, 6=113/3-10-14 Max Horz 2=-48(LC 4) Max Uplift2=-26(LC 6), 4=-29(LC 7) Max Grav 2=120(LC 1), 4=120(LC 1), 6=119(LC 2) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T01 Truss Type PIGGYBACK BASE Qty 5 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616423 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-GC04iSlSUvHD5mBWCc4T0Loeyx4jVwpnqd4_Xgz8M5h Scale = 1:109.3 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 1423 24 25 4x6 6x6 4x6 6x8 4x6 5x6 3x6 8x8 4x8 4x6 4x8 4x8 2x4 4x8 3x6 4x6 4x6 3x4 5x6 3x4 5x6 10-1-0 10-1-0 16-2-4 6-1-4 19-10-8 3-8-4 26-4-12 6-6-4 32-10-1 6-5-5 40-8-13 7-10-11 48-11-0 8-2-3 -0-11-0 0-11-0 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-8 3-8-4 26-4-5 6-5-13 32-10-1 6-5-13 40-8-13 7-10-11 48-11-0 8-2-3 1- 8 - 8 12 - 6 - 0 1- 9 - 6 4- 1 0 - 1 2 12 - 6 - 0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [10:0-5-4,0-3-0], [13:0-2-12,0-2-0], [19:0-4-0,0-2-8], [21:0-4-0,0-3-15], [22:0-2-11,0-2-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.85 0.45 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.31 -0.79 0.14 0.06 (loc) 21-22 21-22 18 21 l/defl >999 >397 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 312 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 21-22: 2x4 SPF 2100F 1.8E, 16-19: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 3-21,5-21,12-15,2-22,3-22,13-14,13-15: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-20, 6-20, 9-18, 12-17 2 Rows at 1/3 pts 7-18, 10-18 REACTIONS.(lb/size) 18=3428/0-3-8, 22=617/0-3-8, 14=392/0-3-8 Max Horz 22=309(LC 5) Max Uplift18=-196(LC 5), 22=-55(LC 7), 14=-191(LC 4) Max Grav 18=3428(LC 1), 22=634(LC 10), 14=611(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/80, 3-4=-823/41, 4-5=-664/61, 5-6=-88/303, 7-8=-138/1095, 8-9=-138/1095, 9-10=-138/1096, 10-11=-205/608, 11-12=-237/529, 12-13=-625/335, 2-22=-304/108, 13-14=-547/232 BOT CHORD 21-22=-364/871, 20-21=-215/726, 19-20=-444/173, 19-23=-387/145, 18-23=-387/145, 18-24=-466/181, 17-24=-466/181, 16-17=-179/426, 16-25=-179/426, 15-25=-179/426 WEBS 5-21=-130/835, 5-20=-1034/206, 6-20=-356/97, 7-20=-100/716, 7-19=-20/383, 7-18=-1528/190, 9-18=-451/183, 10-18=-1543/57, 10-17=-21/742, 12-17=-715/163, 12-15=0/358, 3-22=-856/124, 13-15=-191/335 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22 except (jt=lb) 18=196, 14=191. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T02 Truss Type PIGGYBACK BASE Qty 3 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616424 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-GC04iSlSUvHD5mBWCc4T0Lodfx30VwSnqd4_Xgz8M5h Scale = 1:108.5 1 2 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 1322 23 24 4x6 6x6 4x6 6x8 4x6 5x6 3x6 8x8 4x8 4x6 4x8 4x8 2x4 4x8 3x6 4x6 4x6 3x4 5x6 3x4 5x6 10-1-0 10-1-0 16-2-4 6-1-4 19-10-8 3-8-4 26-4-12 6-6-4 32-10-1 6-5-5 40-8-13 7-10-11 48-11-0 8-2-3 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-8 3-8-4 26-4-5 6-5-13 32-10-1 6-5-13 40-8-13 7-10-11 48-11-0 8-2-3 1- 8 - 8 12 - 6 - 0 1- 9 - 6 4- 1 0 - 1 2 12 - 6 - 0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [9:0-5-4,0-3-0], [12:0-2-12,0-2-0], [18:0-4-0,0-2-8], [20:0-4-0,0-3-15], [21:0-2-11,0-2-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.49 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.31 -0.79 0.15 0.06 (loc) 20-21 20-21 17 20 l/defl >999 >396 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 310 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 20-21: 2x4 SPF 2100F 1.8E, 15-18: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-20,4-20,11-14,1-21,2-21,12-13,12-14: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-19, 5-19, 8-17, 11-16 2 Rows at 1/3 pts 6-17, 9-17 REACTIONS.(lb/size) 17=3435/0-3-8, 21=549/0-3-8, 13=389/0-3-8 Max Horz 21=298(LC 5) Max Uplift17=-196(LC 5), 21=-50(LC 7), 13=-191(LC 4) Max Grav 17=3435(LC 1), 21=566(LC 10), 13=610(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-821/34, 3-4=-662/54, 4-5=-88/303, 6-7=-138/1101, 7-8=-138/1101, 8-9=-138/1101, 9-10=-205/613, 10-11=-237/534, 11-12=-624/336, 12-13=-546/233 BOT CHORD 20-21=-360/883, 19-20=-213/723, 18-19=-449/175, 18-22=-391/147, 17-22=-391/147, 17-23=-470/182, 16-23=-470/182, 15-16=-179/425, 15-24=-179/425, 14-24=-179/425 WEBS 4-20=-127/837, 4-19=-1035/204, 5-19=-358/98, 6-19=-100/719, 6-18=-21/385, 6-17=-1532/189, 8-17=-451/182, 9-17=-1546/58, 9-16=-21/742, 11-16=-716/163, 11-14=0/358, 2-21=-876/152, 12-14=-192/334 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 21 except (jt=lb) 17=196, 13=191. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T04 Truss Type PIGGYBACK BASE Qty 2 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616425 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:42:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-kPaTwom4FDP3jwmimJbiZZKoQKOcEOhw3HqX36z8M5g Scale = 1:108.5 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 1323 24 4x6 6x6 4x6 6x8 4x6 5x6 3x6 8x8 4x8 4x6 4x8 12x20 2x4 6x8 3x6 4x6 4x6 3x4 5x6 3x4 6x6 3x4 10-1-0 10-1-0 16-2-4 6-1-4 19-10-8 3-8-4 22-4-4 2-5-12 26-4-12 4-0-8 32-10-1 6-5-5 40-8-13 7-10-11 48-11-0 8-2-3 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-8 3-8-4 26-4-5 6-5-13 32-10-1 6-5-13 40-8-13 7-10-11 48-11-0 8-2-3 1- 8 - 8 12 - 6 - 0 1- 9 - 6 4- 1 0 - 1 2 12 - 6 - 0 8.00 12 6.00 12 Plate Offsets (X,Y)-- [6:0-5-8,Edge], [9:0-5-4,0-3-0], [19:0-4-0,0-2-8], [21:0-4-0,0-3-15], [22:0-2-11,0-2-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.94 0.53 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.31 -0.79 0.13 0.05 (loc) 21-22 21-22 13 21 l/defl >874 >339 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 323 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 21-22: 2x4 SPF 2100F 1.8E, 15-19: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-21,4-21,11-14,1-22,2-22,12-13,12-14: 2x4 SPF-S Stud 6-18: 2x4 SPF 2100F 1.8E 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.): 5-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-20, 5-20, 6-17, 8-17, 9-17, 11-16, 6-18 REACTIONS.(lb/size) 22=517/0-3-8, 13=882/0-3-8, 18=2799/0-3-8 Max Horz 22=298(LC 5) Max Uplift22=-61(LC 7), 13=-144(LC 4), 18=-185(LC 5) Max Grav 22=525(LC 10), 13=1029(LC 11), 18=2799(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-665/48, 3-4=-507/68, 4-5=-107/342, 5-6=-34/271, 6-7=-99/440, 7-8=-99/440, 8-9=-99/440, 9-10=-564/387, 10-11=-713/339, 11-12=-1215/269, 12-13=-963/186 BOT CHORD 21-22=-337/789, 20-21=-178/578, 19-20=-503/180, 18-19=-453/151, 17-18=-935/170, 17-23=-101/477, 16-23=-101/477, 15-16=-124/916, 15-24=-124/916, 14-24=-124/916 WEBS 4-21=-101/725, 4-20=-942/182, 5-20=-370/109, 6-20=-99/730, 6-17=-92/1592, 8-17=-402/177, 9-17=-1047/24, 9-16=-19/717, 11-16=-614/166, 11-14=0/286, 2-22=-764/158, 12-14=-138/818, 6-18=-2687/218 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22 except (jt=lb) 13=144, 18=185. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T05 Truss Type PIGGYBACK BASE Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616426 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-Cb8r78ni0WXwK4KvJ06x6mt1xkmqzsb3HxZ5cZz8M5f Scale = 1:104.1 1 2 3 4 5 6 7 8 9 10 11 12 13 25 24 23 22 21 20 19 18 17 16 15 14 26 4x8 8x16 6x8 8x16 3x6 8x8 2x4 6x6 6x18 MT18HS 4x6 6x8 10x10 6x8 5x12 10x16 3x6 4x10 4x6 4x8 4x6 4x6 3x6 8x10 4x8 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-8 3-8-4 24-2-8 4-4-0 28-5-6 4-2-14 32-10-0 4-4-10 37-4-5 4-6-6 40-6-0 3-1-11 44-9-0 4-3-0 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-8 3-8-4 24-2-8 4-4-0 28-5-6 4-2-14 32-10-0 4-4-10 37-4-5 4-6-6 40-6-0 3-1-11 44-9-0 4-3-0 46-2-0 1-5-0 1- 8 - 8 12 - 6 - 0 0- 7 - 0 9- 1 - 1 2 12 - 6 - 0 8.00 12 4.50 12 6.00 12 Plate Offsets (X,Y)-- [4:0-1-4,0-2-4], [16:0-3-8,0-2-0], [21:0-4-0,0-3-8] 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.34 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.45 -1.08 0.70 0.29 (loc) 20 20 12 20 l/defl >999 >495 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 399 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E *Except* 5-8,8-10: 2x8 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E *Except* 6-20: 2x4 SPF No.2, 17-19,12-17: 2x8 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 4-23: 2x4 SPF 2100F 1.8E, 4-22,5-19,19-22: 2x6 SP 2400F 2.0E 5-22,19-21,6-18,9-18,10-16,1-24: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-13 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-22, 5-22 REACTIONS.(lb/size) 25=1821/0-3-8, 12=1926/0-5-8 Max Horz 25=283(LC 6) Max Uplift25=-33(LC 6), 12=-156(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4507/542, 2-3=-5675/679, 3-4=-5597/696, 4-5=-2328/318, 5-6=-7398/829, 6-7=-6795/730, 7-8=-6795/730, 8-9=-6795/730, 9-10=-5662/620, 10-11=-4281/464, 11-12=-4141/417, 1-25=-1808/249 BOT CHORD 24-25=-327/175, 23-24=-664/4115, 22-23=-701/5227, 18-19=-705/7392, 17-18=-499/5662, 16-17=-499/5662, 15-16=-328/4024, 14-15=-319/3782, 12-14=-319/3782 WEBS 2-24=-876/169, 2-23=-32/1008, 4-23=-533/4287, 4-22=-3902/597, 5-22=-1173/149, 5-19=-555/5858, 6-18=-746/112, 7-18=-291/74, 9-18=-131/1377, 9-16=-988/163, 10-16=-201/1972, 11-15=-11/379, 1-24=-366/3604, 19-22=-276/2542 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 25 except (jt=lb) 12=156. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T06 Truss Type PIGGYBACK BASE Qty 3 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616427 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-gniDKUnKnqfnyDv5tkdAe_QAX864iJzDWbJe8?z8M5e Scale = 1:104.9 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 4x8 8x16 6x8 8x16 3x6 8x8 2x4 6x6 6x18 MT18HS 4x6 6x8 10x10 6x8 5x12 10x16 3x6 4x10 4x6 4x8 4x6 4x6 3x6 8x8 4x8 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-8 3-8-4 24-2-8 4-4-0 28-5-6 4-2-14 32-10-0 4-4-10 37-4-5 4-6-6 40-6-0 3-1-11 44-9-0 4-3-0 -0-11-0 0-11-0 5-2-4 5-2-4 10-1-0 4-10-12 16-2-4 6-1-4 19-10-8 3-8-4 24-2-8 4-4-0 28-5-6 4-2-14 32-10-0 4-4-10 37-4-5 4-6-6 40-6-0 3-1-11 44-9-0 4-3-0 46-2-0 1-5-0 1- 8 - 8 12 - 6 - 0 0- 7 - 0 9- 1 - 1 2 12 - 6 - 0 8.00 12 4.50 12 6.00 12 Plate Offsets (X,Y)-- [2:0-3-8,0-4-0], [5:0-1-4,0-2-4], [17:0-3-8,0-2-0], [22:0-4-0,0-3-8] 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 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.77 0.34 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.45 -1.07 0.70 0.29 (loc) 21 21 13 21 l/defl >999 >496 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18HS Weight: 402 lb FT = 20% GRIP 169/123 244/190 LUMBER- TOP CHORD 2x6 SP 2400F 2.0E *Except* 6-9,9-11: 2x8 SP 2400F 2.0E BOT CHORD 2x6 SP 2400F 2.0E *Except* 7-21: 2x4 SPF No.2, 18-20,13-18: 2x8 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 5-24: 2x4 SPF 2100F 1.8E, 5-23,6-20,20-23: 2x6 SP 2400F 2.0E 6-23,20-22,7-19,10-19,11-17,2-25: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-13 max.): 6-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-23, 6-23 REACTIONS.(lb/size) 26=1886/0-3-8, 13=1925/0-5-8 Max Horz 26=314(LC 6) Max Uplift26=-66(LC 6), 13=-156(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4491/549, 3-4=-5665/682, 4-5=-5586/700, 5-6=-2325/319, 6-7=-7392/831, 7-8=-6791/732, 8-9=-6791/732, 9-10=-6791/732, 10-11=-5659/621, 11-12=-4279/465, 12-13=-4139/417, 2-26=-1878/297 BOT CHORD 25-26=-356/187, 24-25=-667/4094, 23-24=-705/5218, 19-20=-707/7387, 18-19=-500/5658, 17-18=-500/5658, 16-17=-328/4022, 15-16=-320/3780, 13-15=-320/3780 WEBS 3-25=-868/162, 3-24=-33/1018, 5-24=-536/4274, 5-23=-3894/601, 6-23=-1173/149, 6-20=-556/5855, 7-19=-745/113, 8-19=-291/74, 10-19=-131/1376, 10-17=-987/163, 11-17=-201/1970, 12-16=-11/379, 2-25=-340/3574, 20-23=-277/2539 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Bearing at joint(s) 26 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) 26 except (jt=lb) 13=156. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T07 Truss Type PIGGYBACK BASE Qty 6 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616428 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-gniDKUnKnqfnyDv5tkdAe_QB_8?7iOfDWbJe8?z8M5e Scale = 1:91.3 1 2 3 4 5 6 78 13 12 11 10 914 15 16 17 4x6 5x12 3x6 3x8 3x6 3x4 3x6 2x4 4x6 4x6 2x4 8-11-6 8-11-6 13-11-10 5-0-4 22-11-0 8-11-6 -1-3-8 1-3-8 4-0-0 4-0-0 8-11-6 4-11-6 13-11-10 5-0-4 18-11-0 4-11-6 22-11-0 4-0-0 24-2-8 1-3-8 3- 0 - 1 0 12 - 0 - 0 3- 0 - 1 0 12 - 0 - 0 12.00 12 Plate Offsets (X,Y)-- [5:0-8-0,0-0-12] 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.78 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.54 0.03 0.01 (loc) 12-13 12-13 9 12 l/defl >999 >503 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 143 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-13,3-13,7-9,6-9: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-1 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12, 3-13, 6-9 REACTIONS.(lb/size) 13=1438/0-3-8, 9=1447/0-3-8 Max Horz 13=-307(LC 4) Max Uplift13=-76(LC 6), 9=-76(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1123/242, 4-5=-725/226, 5-6=-1133/242, 2-13=-264/205, 7-9=-264/205 BOT CHORD 13-14=-208/640, 14-15=-208/640, 12-15=-208/640, 11-12=-75/732, 10-11=-75/732, 10-16=-26/645, 16-17=-26/645, 9-17=-26/645 WEBS 3-13=-1172/46, 6-9=-1184/46 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 9. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-160(F=-100), 5-7=-60, 7-8=-60, 13-14=-20, 14-15=-60, 11-15=-20, 10-11=-60, 10-16=-20, 16-17=-60, 9-17=-20 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T08 Truss Type Common Qty 5 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616429 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-gniDKUnKnqfnyDv5tkdAe_QGW837iQvDWbJe8?z8M5e Scale = 1:80.5 1 2 3 4 5 6 7 11 10 9 8 4x6 3x6 3x8 3x6 3x6 2x4 3x6 3x6 2x4 8-2-8 8-2-8 16-5-0 8-2-8 -1-0-6 1-0-6 3-0-0 3-0-0 8-2-8 5-2-8 13-5-0 5-2-8 16-5-0 3-0-0 17-5-6 1-0-6 2- 2 - 4 10 - 4 - 1 2 2- 2 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.53 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.22 0.01 0.01 (loc) 8-9 8-9 8 9 l/defl >999 >866 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 87 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-9: 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) 11=716/0-3-8, 8=716/0-3-8 Max Horz 11=-259(LC 4) Max Uplift11=-43(LC 6), 8=-43(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-509/154, 4-5=-509/154 BOT CHORD 10-11=-140/312, 9-10=-140/312, 8-9=0/312 WEBS 4-9=-98/343, 3-11=-581/34, 5-8=-581/34 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 8. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T09 Truss Type Common Qty 2 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616430 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-8_GbYqoyY8neaNUHRR8PBByQ7YQdRpIMlF2CgRz8M5d Scale = 1:79.9 12 3 4 5 6 10 9 8 7 4x6 2x4 3x6 3x6 3x8 3x6 2x4 3x6 3x6 8-2-8 8-2-8 16-1-8 7-11-0 -1-0-6 1-0-6 3-0-0 3-0-0 8-2-8 5-2-8 13-5-0 5-2-8 16-1-8 2-8-8 2- 2 - 4 10 - 4 - 1 2 2- 5 - 1 2 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.51 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.23 0.01 0.13 (loc) 8-10 8-10 7 8-10 l/defl >999 >823 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 85 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 4-8: 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) 10=707/0-3-8, 7=631/Mechanical Max Horz 10=243(LC 5) Max Uplift10=-172(LC 6), 7=-167(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-498/357, 4-5=-498/358 BOT CHORD 9-10=-185/306, 8-9=-185/306, 7-8=-144/289 WEBS 4-8=-385/329, 3-10=-569/126, 5-7=-584/261 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left 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. 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) 10=172, 7=167. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T10 Truss Type SCISSORS Qty 5 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616431 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-8_GbYqoyY8neaNUHRR8PBByKNYUkRqrMlF2CgRz8M5d Scale = 1:66.1 1 2 3 4 5 8 7 6 4x6 3x6 3x6 6x8 8x8 6x8 6-8-2 6-8-2 13-4-4 6-8-2 -1-2-6 1-2-6 6-8-2 6-8-2 13-4-4 6-8-2 14-6-10 1-2-6 1- 6 - 1 2 8- 2 - 1 4 1- 6 - 1 2 5- 3 - 1 4 12.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [4:0-3-8,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.83 0.25 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.24 0.24 0.19 (loc) 6-7 6-7 6 6-7 l/defl >999 >641 n/a >813 L/d 360 240 n/a 240 PLATES MT20 Weight: 66 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=603/0-3-8, 6=603/0-3-8 Max Horz 8=205(LC 5) Max Uplift8=-159(LC 6), 6=-159(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1155/97, 3-4=-1155/186, 2-8=-659/291, 4-6=-659/291 BOT CHORD 7-8=-328/385 WEBS 3-7=-191/1061, 2-7=0/658, 4-7=-173/677 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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. 5) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=159, 6=159. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss T11 Truss Type SCISSORS Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616432 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-cAqzlApaJRvVBX3U?9fejPVW?ypaAHsWzvolCtz8M5c Scale = 1:66.1 1 2 3 6 5 4 6x8 4x6 6x8 3x6 3x6 8x8 6-8-2 6-8-2 13-4-4 6-8-2 6-8-2 6-8-2 13-4-4 6-8-2 1- 6 - 1 2 8- 2 - 1 4 1- 6 - 1 2 5- 3 - 1 4 12.00 12 10.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-7], [3:0-3-8,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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.27 0.60 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.25 0.25 0.20 (loc) 4-5 4-5 4 4-5 l/defl >999 >635 n/a >774 L/d 360 240 n/a 240 PLATES MT20 Weight: 62 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=523/0-3-8, 4=523/0-3-8 Max Horz 6=201(LC 5) Max Uplift6=-131(LC 7), 4=-131(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1187/135, 2-3=-1187/230, 1-6=-557/243, 3-4=-557/243 BOT CHORD 5-6=-299/348 WEBS 2-5=-247/1089, 1-5=0/724, 3-5=-201/724 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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. 5) Bearing at joint(s) 6, 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=131, 4=131. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V01 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616433 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-cAqzlApaJRvVBX3U?9fejPVfDyqqANeWzvolCtz8M5c Scale = 1:83.6 1 2 3 4 5 6 7 13 12 11 10 9 83x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 20-4-5 20-4-1 10-2-2 10-2-2 20-4-5 10-2-2 0- 0 - 4 10 - 2 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.18 0.19 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 79 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-12: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 4-10: 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 4-10 REACTIONS.All bearings 20-3-13. (lb) - Max Horz 1=-228(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 11=-168(LC 6), 13=-124(LC 6), 9=-168(LC 7), 8=-124(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=399(LC 1), 11=428(LC 10), 13=252(LC 1), 9=428(LC 11), 8=252(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-267/218, 5-9=-267/218 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 11=168, 13=124, 9=168, 8=124. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V02 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616434 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-cAqzlApaJRvVBX3U?9fejPVeRyovAOgWzvolCtz8M5c Scale = 1:72.9 1 2 3 4 5 9 8 7 63x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 17-8-5 17-8-1 8-10-2 8-10-2 17-8-5 8-10-2 0- 0 - 4 8- 1 0 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.38 0.16 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: 64 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 3-8: 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 3-8 REACTIONS.All bearings 17-7-13. (lb) - Max Horz 1=-197(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-197(LC 6), 6=-197(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 8=381(LC 1), 9=482(LC 10), 6=482(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-301/244, 4-6=-303/245 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=197 , 6=197. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V03 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616435 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-4MOMzWqD4l1MphegYsBtGc2pCLBHvrxfCZXIlKz8M5b Scale = 1:59.3 1 2 3 4 5 8 7 69 103x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 15-0-5 15-0-1 7-6-2 7-6-2 15-0-5 7-6-2 0- 0 - 4 7- 6 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.18 0.16 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: 53 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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 14-11-13. (lb) - Max Horz 1=-166(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-164(LC 6), 6=-164(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=380(LC 1), 8=390(LC 10), 6=390(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-254/206, 4-6=-254/206 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 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=164, 6=164. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V04 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616436 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-4MOMzWqD4l1MphegYsBtGc2paLCPvskfCZXIlKz8M5b Scale = 1:49.2 1 2 3 4 5 8 7 63x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 12-4-5 12-4-1 6-2-2 6-2-2 12-4-5 6-2-2 0- 0 - 4 6- 2 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.21 0.11 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: 41 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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 12-3-13. (lb) - Max Horz 1=-135(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-146(LC 6), 6=-146(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=296(LC 10), 6=296(LC 11) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 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=146, 6=146. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V05 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616437 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-ZZykArqrr39DRrDs6ai6oqaxWlWOeIBpRDHsHmz8M5a Scale = 1:40.9 1 2 3 43x6 4x6 3x6 2x4 9-8-1 9-8-1 9-8-5 0-0-4 4-10-2 4-10-2 9-8-5 4-10-2 0- 0 - 4 4- 1 0 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.38 0.25 0.09 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: 28 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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=201/9-7-13, 3=201/9-7-13, 4=318/9-7-13 Max Horz 1=-104(LC 4) Max Uplift1=-21(LC 7), 3=-21(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V06 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616438 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-ZZykArqrr39DRrDs6ai6oqa_TlWUeJ_pRDHsHmz8M5a Scale = 1:30.2 1 2 3 43x4 4x6 3x4 2x4 7-0-1 7-0-1 7-0-5 0-0-4 3-6-2 3-6-2 7-0-5 3-6-2 0- 0 - 4 3- 6 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.20 0.24 0.04 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: 18 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud 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=140/6-11-13, 3=140/6-11-13, 4=225/6-11-13 Max Horz 1=-73(LC 4) Max Uplift1=-17(LC 7), 3=-17(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V07 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616439 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-ZZykArqrr39DRrDs6ai6oqa?VlY0eJMpRDHsHmz8M5a Scale = 1:16.4 1 2 3 4 2x4 4x6 2x4 2x4 0-0-4 0-0-4 4-4-5 4-4-1 2-2-2 2-2-2 4-4-5 2-2-2 0- 0 - 4 2- 2 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.08 0.02 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: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=87/4-3-13, 3=87/4-3-13, 4=118/4-3-13 Max Horz 1=-42(LC 4) Max Uplift1=-15(LC 7), 3=-15(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V08 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616440 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-1lV6OBrTcMH42?o3gHDLL17C79u8Nmuygt0PpCz8M5Z Scale = 1:8.4 1 2 3 2x4 3x4 2x4 0-0-4 0-0-4 1-8-5 1-8-1 0-10-2 0-10-2 1-8-5 0-10-2 0- 0 - 4 0- 1 0 - 2 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.01 0.03 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: 3 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-8-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=39/1-7-13, 3=39/1-7-13 Max Horz 1=-11(LC 4) Max Uplift1=-1(LC 7), 3=-1(LC 6) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V09 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616441 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-1lV6OBrTcMH42?o3gHDLL176o9ttNlBygt0PpCz8M5Z Scale = 1:47.5 1 2 3 4 5 8 7 63x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 0-0-4 0-0-4 11-10-11 11-10-7 5-11-6 5-11-6 11-10-11 5-11-6 0- 0 - 4 5- 1 1 - 6 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.41 0.11 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: 37 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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 11-10-3. (lb) - Max Horz 1=-130(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-147(LC 6), 6=-147(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=295(LC 10), 6=295(LC 11) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) 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=147, 6=147. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V10 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616442 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-1lV6OBrTcMH42?o3gHDLL177t9r0Nldygt0PpCz8M5Z Scale = 1:38.5 1 2 3 43x4 4x6 3x4 2x4 0-0-4 0-0-4 9-2-11 9-2-7 4-7-6 4-7-6 9-2-11 4-7-6 0- 0 - 4 4- 7 - 6 0- 0 - 4 12.00 12 Plate Offsets (X,Y)-- [1:0-1-2,0-1-8], [3:0-0-9,0-1-8] 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 IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.35 0.23 0.08 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: 26 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud 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=190/9-2-3, 3=190/9-2-3, 4=301/9-2-3 Max Horz 1=-99(LC 4) Max Uplift1=-20(LC 7), 3=-20(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V11 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616443 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-Vx3UbXs5MgPxg8NFE?kauFgLPZBU6DZ5uXmzLfz8M5Y Scale = 1:28.4 1 2 3 43x4 4x6 3x4 2x4 0-0-4 0-0-4 6-6-11 6-6-7 3-3-6 3-3-6 6-6-11 3-3-6 0- 0 - 4 3- 3 - 6 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.21 0.04 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: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud 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=130/6-6-3, 3=130/6-6-3, 4=208/6-6-3 Max Horz 1=-68(LC 4) Max Uplift1=-16(LC 7), 3=-16(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 Job HMP_B24_COPY Truss V12 Truss Type Valley Qty 1 Ply 1 McKenzie 206 Bridgemont Job Reference (optional) I33616444 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Jun 08 11:43:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-Vx3UbXs5MgPxg8NFE?kauFgMUZEn6Du5uXmzLfz8M5Y Scale = 1:15.1 1 2 3 4 2x4 4x6 2x4 2x4 3-10-7 3-10-7 3-10-11 0-0-4 1-11-6 1-11-6 3-10-11 1-11-6 0- 0 - 4 1- 1 1 - 6 0- 0 - 4 12.00 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 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.10 0.06 0.02 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: 9 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=76/3-10-3, 3=76/3-10-3, 4=103/3-10-3 Max Horz 1=-37(LC 4) Max Uplift1=-13(LC 7), 3=-13(LC 7) 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 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 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 Componentavailable 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. June 8,2018 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s .