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HomeMy WebLinkAboutGN truss sealsRe: 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). Liu, Xuegang Pages or sheets covered by this seal: I34566574 thru I34566614 My license renewal date for the state of Indiana is July 31, 2020. B18802626 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: 204 BRIDGEMONT 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. September 5,2018 Job B18802626 Truss GE01 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566574 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-UguH1xrQnzkS7KpogoxU2VKmX5QRdGKQt9yYoYygh1q Scale = 1:103.7 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 30 31 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 4x8 4x8 8x8 6x8 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 1-8-812-6-01-9-64-10-1212-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [16:0-4-0,0-2-13], [27:0-4-0,Edge], [30:0-4-0,0-2-13], [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. September 5,2018 Job B18802626 Truss GE01 Truss Type Piggyback Base Supported Gable Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566574 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:29 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-UguH1xrQnzkS7KpogoxU2VKmX5QRdGKQt9yYoYygh1q 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 B18802626 Truss GE02 Truss Type GABLE COMMON Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566575 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-ytSfEHs3YHsIlTO_EVSjbjtriVgFMW0Z6ph6K?ygh1p 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 1-8-812-6-00-7-09-1-1212-6-08.00 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. September 5,2018 Job B18802626 Truss GE02 Truss Type GABLE COMMON Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566575 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:30 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-ytSfEHs3YHsIlTO_EVSjbjtriVgFMW0Z6ph6K?ygh1p 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 B18802626 Truss GE03 Truss Type GABLE COMMON Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566576 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-Q301SdthJa_9NdzAnDzy7wQ0nv?75?fjLTRfsRygh1o 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 1-8-812-6-00-7-09-1-129-1-83-4-48.00 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. September 5,2018 Job B18802626 Truss GE04 Truss Type GABLE Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566577 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-uFaPfztJ4u60?nYNLwUBg8yMcJTtqZfsa7ADPtygh1n 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 4243 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 3-0-1012-0-03-0-1012-0-012.00 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. September 5,2018 Job B18802626 Truss GE05 Truss Type Common Supported Gable Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566578 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-NS8ntJuxrCEtcx6Zve?QCLVTLinOZ2w0onwmxKygh1m Scale = 1:85.4 12 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 2-2-410-4-122-2-412.00 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. September 5,2018 Job B18802626 Truss GE06 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566579 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-reiA4fvZcVNkE5hlTLWflZ2kT651IXY91RfJTmygh1l 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 313234 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 0-0-411-6-20-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss GE07 Truss Type GABLE Qty 2 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566580 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-reiA4fvZcVNkE5hlTLWflZ2k46A_IYO91RfJTmygh1l 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 3-9-141-3-143-11-63-4-153-7-140-3-83-11-612.00 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. 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. September 5,2018 Job B18802626 Truss M01 Truss Type Piggyback Base Qty 3 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566581 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-JqFYI_wBNpVbsFGy021uImaiSWOZ1pZJG5Pt0Cygh1k 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 1-8-812-6-012-5-129-1-124-10-88.00 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. September 5,2018 Job B18802626 Truss M02 Truss Type Piggyback Base Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566582 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:35 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-JqFYI_wBNpVbsFGy021uImaqPWR31vPJG5Pt0Cygh1k 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 4-2-812-6-012-5-129-1-124-10-83-4-1212-6-08.00 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. September 5,2018 Job B18802626 Truss M03 Truss Type MONOPITCH Qty 8 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566583 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-n1pwVKxp87dSTOr8amZ7q_74ZwrRmSuSUl8QYeygh1j 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 3-9-141-3-143-11-63-4-153-7-140-3-83-11-612.00 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. 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. September 5,2018 Job B18802626 Truss M04 Truss Type MONOPITCH Qty 6 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566584 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-n1pwVKxp87dSTOr8amZ7q_74XwrHmS1SUl8QYeygh1j 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 4-2-01-5-04-3-83-9-14-0-00-3-84-3-812.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. 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. September 5,2018 Job B18802626 Truss MG01 Truss Type Monopitch Girder Qty 1 Ply 2 204 BRIDGEMONT Job Reference (optional) I34566585 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-n1pwVKxp87dSTOr8amZ7q_73swmBmSYSUl8QYeygh1j 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 1-8-84-4-138.00 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. September 5,2018 Job B18802626 Truss PB01 Truss Type GABLE Qty 10 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566586 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-FDNIigxSvQlJ5YQK8T4MNBgDyKAWVuObjPu_45ygh1i 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 0-4-75-6-100-1-80-4-70-1-88.00 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. September 5,2018 Job B18802626 Truss PB02 Truss Type GABLE Qty 4 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566587 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-FDNIigxSvQlJ5YQK8T4MNBgBeK8ZVuZbjPu_45ygh1i 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 0-4-75-5-23-9-05-6-100-1-80-4-00-1-88.00 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. September 5,2018 Job B18802626 Truss PB03 Truss Type Piggyback Qty 6 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566588 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-jPxgw0y4gktAji?XiBbbvPCPPjXaEM3ly3dXcXygh1h 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 0-5-32-6-20-1-80-5-30-1-812.00 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. September 5,2018 Job B18802626 Truss PB04 Truss Type PIGGYBACK Qty 4 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566589 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-jPxgw0y4gktAji?XiBbbvPCO9jWlEMKly3dXcXygh1h Scale = 1:18.5 1 2 3 4 2x4 2x4 2x4 3-11-4 3-11-40-4-72-7-80-1-82-6-00-1-88.00 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. September 5,2018 Job B18802626 Truss PBE01 Truss Type GABLE Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566590 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-jPxgw0y4gktAji?XiBbbvPCQZjXeEMdly3dXcXygh1h 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 0-4-75-6-100-1-80-4-70-1-88.00 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. September 5,2018 Job B18802626 Truss PBE02 Truss Type GABLE Qty 2 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566591 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-BbV37MziR2?1KsajFu6qSclZg7smzpkuBjN49zygh1g 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 0-4-75-5-23-9-05-6-100-1-80-4-00-1-88.00 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. September 5,2018 Job B18802626 Truss PBE03 Truss Type Piggyback Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566592 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-BbV37MziR2?1KsajFu6qScla97tpzpIuBjN49zygh1g 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 0-5-32-6-20-1-80-5-30-1-812.00 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. September 5,2018 Job B18802626 Truss T01 Truss Type PIGGYBACK BASE Qty 5 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566593 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-fo3RLi_KCL7uy09vpcd3?qIZeX7qi1i2PN6ehQygh1f 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 4x8 6x8 4x8 6x8 4x8 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 1-8-812-6-01-9-64-10-1212-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [6:0-4-0,0-2-13], [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. September 5,2018 Job B18802626 Truss T02 Truss Type PIGGYBACK BASE Qty 3 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566594 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-8_dpY2_yyfFlaAk5NJ8IX1qj5xSMRTbBe1sBDsygh1e 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 4x8 6x8 4x8 6x8 4x8 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 1-8-812-6-01-9-64-10-1212-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-2-13], [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. September 5,2018 Job B18802626 Truss T04 Truss Type PIGGYBACK BASE Qty 2 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566595 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-cAABmO?ajzNbBJJIx1gX4FNutLmzAxqLthbklIygh1d 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 4x8 6x8 4x8 6x8 4x8 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 1-8-812-6-01-9-64-10-1212-6-08.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-2-13], [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. September 5,2018 Job B18802626 Truss T05 Truss Type PIGGYBACK BASE Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566596 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-cAABmO?ajzNbBJJIx1gX4FNyeLpyAyVLthbklIygh1d 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 1-8-812-6-00-7-09-1-1212-6-08.00 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. September 5,2018 Job B18802626 Truss T06 Truss Type PIGGYBACK BASE Qty 3 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566597 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-4NkZzk0CUGVSpTtUUkBmcSw5Dk9CvPtU5LLIIkygh1c 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 1-8-812-6-00-7-09-1-1212-6-08.00 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. September 5,2018 Job B18802626 Truss T07 Truss Type PIGGYBACK BASE Qty 6 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566598 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-YZIyA31rFadJRdSg2Ri?9gSHQ8OUexpdK?4rqBygh1b Scale = 1:89.9 1 2 3 4 5 6 7 8 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 3-0-1012-0-03-0-1012-0-012.00 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. September 5,2018 Job B18802626 Truss T08 Truss Type Common Qty 5 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566599 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-YZIyA31rFadJRdSg2Ri?9gSMy8SUez3dK?4rqBygh1b Scale = 1:79.9 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 2-2-410-4-122-2-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss T09 Truss Type Common Qty 2 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566600 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-0lsKOP2T0ulA2n1tc9DEit?XZYp_NMRnZfqPMdygh1a Scale = 1:79.9 1 2 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 2-2-410-4-122-5-1212.00 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. September 5,2018 Job B18802626 Truss T10 Truss Type SCISSORS Qty 5 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566601 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-0lsKOP2T0ulA2n1tc9DEit?RpYt5NN_nZfqPMdygh1a 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 1-6-128-2-141-6-125-3-1412.00 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. September 5,2018 Job B18802626 Truss T11 Truss Type SCISSORS Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566602 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-0lsKOP2T0ulA2n1tc9DEit?ShYsiNNlnZfqPMdygh1a 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 1-6-128-2-141-6-125-3-1412.00 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. September 5,2018 Job B18802626 Truss V01 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566603 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-UyQibl25nBt1gxc3AskTE5XmfyDB6wnwoJZyu3ygh1Z 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 0-0-410-2-20-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V02 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566604 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-UyQibl25nBt1gxc3AskTE5XltyBG6xpwoJZyu3ygh1Z 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 0-0-48-10-20-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V03 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566605 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-y8_4p53jYV?uI5BFjaFinI4weMaerO440zJVRWygh1Y 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 0-0-47-6-20-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V04 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566606 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-y8_4p53jYV?uI5BFjaFinI4w0MbmrPt40zJVRWygh1Y 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 0-0-46-2-20-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V05 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566607 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-y8_4p53jYV?uI5BFjaFinI4tDMZWrP440zJVRWygh1Y 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 0-0-44-10-20-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V06 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566608 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-QKYS0R4LJp7lvEmSHHmxJWd5wlvrat7DFd23zyygh1X 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 0-0-43-6-20-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V07 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566609 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-QKYS0R4LJp7lvEmSHHmxJWd6ylxNatVDFd23zyygh1X 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 0-0-42-2-20-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V08 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566610 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-QKYS0R4LJp7lvEmSHHmxJWd8qlyGatoDFd23zyygh1X 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 0-0-40-10-20-0-412.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V09 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566611 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-vX6rEn5z46FcXOLer?IAsj9DF9GEJJLMUHocVOygh1W 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 0-0-45-11-60-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V10 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566612 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-vX6rEn5z46FcXOLer?IAsj9EK9ENJJnMUHocVOygh1W 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 0-0-44-7-60-0-412.00 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. September 5,2018 Job B18802626 Truss V11 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566613 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-NjfDR75brQOT9YwqPipPOxiSrZar2njWixXA1qygh1V 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 0-0-43-3-60-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 Job B18802626 Truss V12 Truss Type Valley Qty 1 Ply 1 204 BRIDGEMONT Job Reference (optional) I34566614 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Sep 05 12:25:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:XqFzSk_qiNGN3kibgbXlvYz_oZo-NjfDR75brQOT9YwqPipPOxiTwZd82n2WixXA1qygh1V 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 0-0-41-11-60-0-412.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 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. September 5,2018 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System General Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.