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HomeMy WebLinkAbout21JGB - TrussesRe: Liu, Xuegang Pages or sheets covered by this seal: I33606546 thru I33606597 My license renewal date for the state of Indiana is July 31, 2018. B18801719 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: Wedgewood 21 Jackson's Grant The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by ProBuild (CarterLee Bldg Components). 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. June 7,2018 Job B18801719 Truss GE01 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606546 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-r4uuovzSqwojx2AUIg7mqUeMhKjDjwhL11pcNkz8fL7 Scale: 1/8"=1' 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 47 46 45 44 43 42 41 40 3938 37 36 35 34 33 32 31 30 29 28 27 26 3x4 3x4 3x6 4x6 3x6 3x4 2x4 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 2x4 2x4 2x4 2x4 2x4 2x4 26-3-0 26-3-0 -1-2-8 1-2-8 13-6-1 13-6-1 26-3-0 12-8-15 27-5-8 1-2-8 1- 0 - 0 11 - 1 - 9 1- 6 - 1 4 9.00 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) 0.31 0.14 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.00 0.01 (loc) 25 25 26 25 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 189 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* 13-36,12-37,11-38,14-35,15-34: 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 13-36, 12-37, 11-38, 14-35, 15-34 REACTIONS.All bearings 26-3-0. (lb) - Max Horz 47=270(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 37, 38, 40, 41, 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28 except 47=-223(LC 4), 26=-174(LC 5), 46=-177(LC 5), 27=-213(LC 4) Max Grav All reactions 250 lb or less at joint(s) 26, 37, 38, 40, 41, 42, 43, 44, 45, 46, 35, 34, 33, 32, 31, 30, 29, 28, 27 except 47=257(LC 5), 36=310(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-254/244, 10-11=-33/264, 11-12=-19/301, 12-13=-21/310, 13-14=-19/310, 14-15=-17/301, 15-16=-16/255 WEBS 13-36=-303/0 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) 37, 38, 40, 41, 42, 43, 44, 45, 34, 33, 32, 31, 30, 29, 28 except (jt=lb) 47=223, 26=174, 46=177, 27=213. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE02 Truss Type GABLE Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606547 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-gEFA2y1DPmYsfzeefxEA3luJ1lge7a8DQzGxbOz8fL1 Scale = 1:91.4 1 2 3 4 5 6 7 8 9 10 11 23 22 21 20 19 18 17 16 15 14 13 12 79 80 3x6 5x8 5x6 3x6 12x12 8x8 3x6 4x6 3x6 5x12 6x16 3x6 4x6 5x6 7-5-12 7-5-12 14-8-0 7-2-4 19-11-8 5-3-8 25-11-0 5-11-8 26-3-0 0-4-0 32-1-0 5-10-0 38-1-0 6-0-0 -1-2-8 1-2-8 7-5-12 7-5-12 14-8-0 7-2-4 19-11-8 5-3-8 25-3-0 5-3-8 25-11-0 0-8-0 32-1-0 6-2-0 38-1-0 6-0-0 1- 0 - 0 12 - 0 - 0 0- 9 - 6 1- 7 - 2 12 - 0 - 0 9.00 12 Plate Offsets (X,Y)-- [5:0-6-0,0-2-0], [7:0-3-12,0-1-12], [12:Edge,0-6-4], [21:0-3-0,0-3-0], [23:Edge,0-10-4], [25:0-1-12,0-0-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.58 0.52 0.42 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.20 0.01 0.03 (loc) 20-22 20-22 12 20-22 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 383 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* 3-22,17-19,10-17,10-13,2-22,11-12,11-13: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud *Except* 32-34,35-36,41-43,44-45,65-66: 2x4 SPF No.2 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.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19. 1 Row at midpt 8-17 WEBS 1 Row at midpt 3-20, 5-19, 6-19, 7-19, 7-17 REACTIONS.All bearings 12-1-8 except (jt=length) 23=0-3-8. (lb) - Max Horz 23=290(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 23, 12, 17, 13, 14 Max Grav All reactions 250 lb or less at joint(s) 16, 15 except 23=1238(LC 10), 12=272(LC 11), 17=1459(LC 1), 17=1459(LC 1), 13=394(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1462/117, 3-4=-982/140, 4-5=-838/187, 5-6=-472/184, 6-7=-464/182, 2-23=-1175/144 BOT CHORD 22-23=-308/330, 22-79=-179/1067, 21-79=-179/1067, 20-21=-179/1067, 20-80=-128/677, 19-80=-128/677, 8-17=-476/214 WEBS 3-22=0/268, 3-20=-526/174, 5-20=-38/597, 5-19=-497/69, 6-19=-362/154, 7-19=-120/1017, 7-17=-897/158, 10-13=-258/77, 2-22=0/766 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 23, 12, 17, 13, 14. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE03 Truss Type GABLE Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606548 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:36 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-Z?VguJ5jT_3I8axPunJ6Eb2_AM283OZpKbE8j9z8fKz Scale = 1:98.6 1 2 3 4 5 6 7 8 9 10 27 26 25 24 23 22 21 20 19 18 17 16 14 13 12 11 79 15 3x6 6x8 5x8 3x6 3x4 3x6 5x8 3x6 4x6 3x8 3x4 3x6 4x6 5x6 4x6 5x6 7-3-0 7-3-0 14-8-0 7-5-0 21-7-8 6-11-8 22-3-8 0-8-0 25-3-0 2-11-8 32-1-0 6-10-0 37-11-0 5-10-0 -1-2-8 1-2-8 7-3-0 7-3-0 14-8-0 7-5-0 21-7-8 6-11-8 25-3-0 3-7-8 32-1-0 6-10-0 37-11-0 5-10-0 1- 0 - 0 12 - 0 - 0 0- 1 0 - 1 4 1- 7 - 2 12 - 0 - 0 9.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [5:0-4-4,0-1-8], [7:0-6-0,0-2-0], [13:0-3-0,0-3-0], [16:0-2-0,0-2-0], [36:0-1-10,0-1-0] 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) 0.70 0.48 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.14 0.01 0.01 (loc) 26-27 12-14 11 12-14 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 360 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* 3-19,5-19,5-16,7-16,7-14,9-14: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud *Except* 43-45,46-47: 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 (10-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17. 1 Row at midpt 6-16 WEBS 1 Row at midpt 3-19, 5-19, 5-16, 7-16, 9-14 REACTIONS.All bearings 21-7-8 except (jt=length) 11=0-3-8, 15=0-3-8. (lb) - Max Horz 27=290(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 27, 17, 19, 11, 21, 15 except 25=-342(LC 2) Max Grav All reactions 250 lb or less at joint(s) 18, 22, 23, 24, 15 except 27=421(LC 10), 17=954(LC 1), 17=954(LC 1), 26=584(LC 2), 19=490(LC 1), 11=562(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-272/77, 9-10=-646/63, 2-27=-359/108, 10-11=-514/58 BOT CHORD 26-27=-300/304, 16-17=-964/132, 6-16=-373/163, 13-14=0/452, 12-13=0/452 WEBS 3-26=-288/88, 5-19=-276/63, 7-16=-615/52, 7-14=-17/417, 9-14=-451/158, 10-12=0/324 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 27, 17, 19, 11, 21, 15 except (jt=lb) 25=342. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE04 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606549 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-1B336f5LEIB9mkWbRUqLmpbH_mUrouUyZF_hFbz8fKy Scale = 1:56.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 27 26 25 24 23 22 21 20 19 18 17 16 2x4 3x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 15-11-0 15-11-0 -1-2-8 1-2-8 7-11-8 7-11-8 15-11-0 7-11-8 17-1-8 1-2-8 0- 1 0 - 1 4 6- 1 0 - 8 0- 1 0 - 1 4 9.00 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 0.07 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.01 0.00 0.01 (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: 84 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 15-11-0. (lb) - Max Horz 28=-163(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 Max Grav All reactions 250 lb or less at joint(s) 28, 16, 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 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) 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) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE05 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606550 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:37 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-1B336f5LEIB9mkWbRUqLmpbEumTfovtyZF_hFbz8fKy Scale = 1:60.5 1 2 3 4 5 6 7 8 15 14 13 12 11 10 9 3x4 3x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 -1-6-8 1-6-8 7-11-2 7-11-2 1- 1 - 1 4 7- 1 - 3 9.00 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 0.14 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.01 0.00 0.00 (loc) 1 1 9 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 47 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 7-11-2. (lb) - Max Horz 15=216(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 9, 10, 11, 12, 13 except 15=-128(LC 4), 14=-187(LC 5) Max Grav All reactions 250 lb or less at joint(s) 9, 10, 11, 12, 13, 14 except 15=258(LC 5) 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) 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 requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) 9, 10, 11, 12, 13 except (jt=lb) 15=128, 14=187. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE06 Truss Type GABLE Qty 2 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606551 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-VOdRJ?6z?bJ0Nu5n?BLaJ08NJAnxXLl6ovjFn1z8fKx Scale = 1:119.4 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 21 22 23 2447 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 4x6 3x6 3x6 3x6 3x4 3x6 5x6 3x4 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 2x4 2x4 2x4 2x4 2x4 2x4 2x4 22-5-5 22-5-5 28-1-0 5-7-11 -1-2-8 1-2-8 10-7-2 10-7-2 28-1-0 17-5-14 2- 4 - 1 4 14 - 4 - 6 4- 0 - 2 1- 3 - 0 4- 0 - 2 9.00 12 9.00 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) 0.46 0.27 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.01 0.00 (loc) 1 1 25 2 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 178 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* 10-38,9-39,11-37: 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, Except: 10-0-0 oc bracing: 25-26. WEBS 1 Row at midpt 10-38, 9-39, 11-37 REACTIONS.All bearings 28-1-0. (lb) - Max Horz 47=-330(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 29, 41, 42, 43, 44, 45, 37, 36, 35, 34, 33, 32, 31, 30, 28, 27 except 25=-138(LC 5), 47=-182(LC 4), 46=-164(LC 5), 26=-283(LC 4) Max Grav All reactions 250 lb or less at joint(s) 25, 47, 29, 39, 41, 42, 43, 44, 45, 46, 37, 36, 35, 34, 33, 32, 31, 30, 28, 27, 26 except 38=335(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-19/286, 8-9=-18/330, 9-10=-22/340, 10-11=-24/340, 11-12=-21/330, 12-13=-22/286, 13-14=-48/258, 23-24=-318/245, 24-25=-252/186 BOT CHORD 46-47=-188/252, 45-46=-188/252, 44-45=-188/252, 43-44=-188/252, 42-43=-188/252, 41-42=-188/252, 40-41=-188/252, 39-40=-188/252, 38-39=-188/252, 37-38=-188/252, 36-37=-188/252, 35-36=-188/252, 34-35=-188/252, 33-34=-188/252, 32-33=-188/252, 31-32=-188/252, 30-31=-188/252, 29-30=-188/252, 28-29=-219/290, 27-28=-214/288, 26-27=-233/311 WEBS 10-38=-338/0 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) 29, 41, 42, 43, 44, 45, 37, 36, 35, 34, 33, 32, 31, 30, 28, 27 except (jt=lb) 25=138, 47=182, 46=164, 26=283. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 47, 29, 38, 39, 41, 42, 43, 44, 45, 46, 37, 36, 35, 34, 33, 32, 31, 30, 28, 27, 26. 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE07 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606552 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-zaBpWL7cmvRt?2g_ZvsprEgdSaA7GocF1ZToKUz8fKw Scale = 1:50.0 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 2x4 3x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-2-12 8-2-12 -0-10-8 0-10-8 4-1-6 4-1-6 8-2-12 4-1-6 9-1-4 0-10-8 1- 0 - 1 4 5- 1 0 - 8 1- 0 - 1 4 14.00 12 Plate Offsets (X,Y)-- [5:Edge,0-1-14] 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 0.08 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 9 9 10 9 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 46 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 8-2-12. (lb) - Max Horz 16=-148(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 12 except 15=-117(LC 6), 11=-114(LC 7) Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 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) 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) 16, 10, 14, 12 except (jt=lb) 15=117, 11=114. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE08 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606553 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-zaBpWL7cmvRt?2g_ZvsprEgQga4lGplF1ZToKUz8fKw Scale: 1/4"=1' 1 2 3 4 5 6 11 10 9 8 7 3x8 3x8 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 -1-6-8 1-6-8 4-8-12 4-8-12 1- 1 0 - 3 7- 4 - 7 14.00 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) 1.00 0.49 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.02 -0.00 -0.00 (loc) 1 1 7 2 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 35 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 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 4-8-12. (lb) - Max Horz 11=271(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 11, 7, 8, 9 except 10=-628(LC 6) Max Grav All reactions 250 lb or less at joint(s) 7, 8, 9, 10 except 11=672(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-348/56, 2-3=-440/62 WEBS 3-10=-60/272 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) 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 requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) 11, 7, 8, 9 except (jt=lb) 10=628. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE09 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606554 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-RmkBkh8EXDZkdCFA7cO2ORDmp_Ua?CuPFCCMswz8fKv Scale = 1:63.1 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 2x4 3x6 4x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 9-7-0 9-7-0 -1-2-8 1-2-8 4-9-8 4-9-8 9-7-0 4-9-8 10-9-8 1-2-8 1- 5 - 9 7- 0 - 1 0 1- 5 - 9 14.00 12 Plate Offsets (X,Y)-- [6:Edge,0-1-14] 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) 0.27 0.13 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.02 0.00 0.01 (loc) 11 11 12 11 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 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 9-7-0. (lb) - Max Horz 20=-182(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 15, 14 except 20=-241(LC 4), 12=-225(LC 5), 19=-214(LC 5), 13=-203(LC 4) Max Grav All reactions 250 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 except 16=268(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-25/267, 6-7=-25/267 WEBS 6-16=-343/0 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) 17, 18, 15, 14 except (jt=lb) 20=241, 12=225, 19=214, 13=203. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE10 Truss Type Common Supported Gable Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606555 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-vzIZx18sIWhbEMqMgKvHxfmypNr9kjyYUsyvOMz8fKu Scale = 1:94.9 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 2x4 3x4 3x6 4x6 3x6 3x4 2x4 2x4 2x4 2x4 5x6 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 2x4 2x4 26-11-0 26-11-0 -1-2-8 1-2-8 13-5-8 13-5-8 26-11-0 13-5-8 0- 1 0 - 1 4 11 - 0 - 0 0- 1 0 - 1 4 9.00 12 Plate Offsets (X,Y)-- [37:0-3-0,0-3-0] 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) 0.26 0.11 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.01 0.00 (loc) 1 1 25 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 186 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* 13-35,12-36,11-37,14-34,15-33: 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 13-35, 12-36, 11-37, 14-34, 15-33 REACTIONS.All bearings 26-11-0. (lb) - Max Horz 45=271(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 25, 36, 37, 38, 39, 40, 41, 42, 43, 33, 32, 31, 30, 29, 28, 27 except 45=-151(LC 4), 44=-146(LC 5), 26=-118(LC 7) Max Grav All reactions 250 lb or less at joint(s) 45, 25, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 34, 33, 32, 31, 30, 29, 28, 27, 26 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-26/254, 13-14=-30/254 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) 25, 36, 37, 38, 39, 40, 41, 42, 43, 33, 32, 31, 30, 29, 28, 27 except (jt=lb) 45=151, 44=146, 26=118. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE11 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606556 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-vzIZx18sIWhbEMqMgKvHxfmvUNsskkxYUsyvOMz8fKu Scale = 1:38.0 1 2 3 4 7 6 52x4 2x4 2x4 2x4 2x4 2x4 2x4 4-10-12 4-10-12 0- 0 - 4 5- 8 - 8 14.00 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) 0.40 0.06 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 4-10-12. (lb) - Max Horz 1=155(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6, 7 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 6, 7 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) 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 requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, 7. 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss GE12 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606557 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-N9sx9N9U2qpSsVPZE1QWTsI6UnBPTBWhjWhSwpz8fKt Scale = 1:22.6 1 2 3 5 42x4 2x4 2x4 2x4 2x4 4-2-13 4-2-13 0- 0 - 4 3- 2 - 1 9.00 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 0.11 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=81/4-2-13, 4=11/4-2-13, 5=201/4-2-13 Max Horz 1=84(LC 6) Max Uplift4=-4(LC 6), 5=-60(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) 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 requires continuous bottom chord bearing. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss M01 Truss Type Monopitch Qty 3 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606558 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-N9sx9N9U2qpSsVPZE1QWTsI?7n63T4mhjWhSwpz8fKt Scale = 1:51.7 1 2 3 5 4 3x4 4x6 3x4 5x8 7-11-2 7-11-2 -1-6-8 1-6-8 7-11-2 7-11-2 1- 1 - 1 4 7- 1 - 3 9.00 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) 0.67 0.39 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.31 -0.01 0.18 (loc) 4-5 4-5 4 4-5 l/defl >736 >298 n/a >515 L/d 360 240 n/a 240 PLATES MT20 Weight: 37 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* 2-5: 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 7-11-11 oc bracing. REACTIONS.(lb/size) 4=294/0-5-8, 5=418/0-9-4 Max Horz 5=246(LC 6) Max Uplift4=-176(LC 6), 5=-58(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-339/44 BOT CHORD 4-5=-486/338 WEBS 2-4=-322/473 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; 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) The Fabrication Tolerance at joint 2 = 4% 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) 5 except (jt=lb) 4=176. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss M03 Truss Type Monopitch Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606559 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-N9sx9N9U2qpSsVPZE1QWTsI2Xn8fT9BhjWhSwpz8fKt Scale = 1:52.0 1 2 3 6 5 4 4x6 2x4 3x4 3x4 3x6 4x6 6-0-6 6-0-6 6-2-2 0-1-12 7-11-2 1-9-0 6-0-6 6-0-6 7-11-2 1-10-12 1- 1 - 1 4 7- 1 - 3 9.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8] 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) 0.45 0.28 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.07 -0.00 0.04 (loc) 5-6 5-6 5 5-6 l/defl >999 >955 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 43 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=215/0-9-4, 5=396/0-3-8 Max Horz 6=191(LC 6) Max Uplift5=-199(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-290/119 WEBS 2-5=-261/146, 1-5=-99/264 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; porch left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=199. 5) 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. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss M04 Truss Type Monopitch Qty 2 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606560 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-rLQKMjA6p8xIUf_lolxl04rDHBUuCcRrxAR0TFz8fKs Scale = 1:52.0 1 2 3 6 5 4 4x6 2x4 3x4 3x4 3x6 4x6 6-0-6 6-0-6 6-2-2 0-1-12 7-11-2 1-9-0 6-0-6 6-0-6 7-11-2 1-10-12 1- 1 - 1 4 7- 1 - 3 9.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8] 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) 0.45 0.28 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.07 -0.00 0.04 (loc) 5-6 5-6 5 5-6 l/defl >999 >955 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 43 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=215/Mechanical, 5=396/0-3-8 Max Horz 6=191(LC 6) Max Uplift5=-199(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOT CHORD 5-6=-290/119 WEBS 2-5=-261/146, 1-5=-99/264 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; porch left 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=199. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss M05 Truss Type Monopitch Qty 2 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606561 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-rLQKMjA6p8xIUf_lolxl04rGwBVeCcGrxAR0TFz8fKs Scale: 1/4"=1' 1 2 3 5 4 2x4 2x4 3x6 3x4 4-8-12 4-8-12 -1-6-8 1-6-8 4-8-12 4-8-12 1- 1 0 - 3 7- 4 - 7 7- 0 - 1 5 0- 3 - 8 7- 4 - 7 14.00 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) 0.28 0.24 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.06 -0.00 0.00 (loc) 4-5 4-5 4 5 l/defl >999 >916 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 29 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 4-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=298/0-3-8, 4=158/0-1-8 Max Horz 5=271(LC 6) Max Uplift4=-175(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-254/0 BOT CHORD 4-5=-325/11 WEBS 2-4=-12/347 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) 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) 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. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=175. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss M06 Truss Type Monopitch Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606562 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-rLQKMjA6p8xIUf_lolxl04rF4BV6Cd6rxAR0TFz8fKs Scale: 1/4"=1' 1 2 4 3 3x6 2x4 2x4 3x4 4-5-4 4-5-4 4-5-4 4-5-4 2- 2 - 5 7- 4 - 7 7- 0 - 1 5 0- 3 - 8 7- 4 - 7 14.00 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) 0.33 0.21 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.04 -0.00 0.00 (loc) 3-4 3-4 3 4 l/defl >999 >999 n/a **** L/d 360 240 n/a 240 PLATES MT20 Weight: 25 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 4-5-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=166/Mechanical, 3=166/0-1-8 Max Horz 4=149(LC 6) Max Uplift3=-173(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;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) 3 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) 3. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=173. 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss MG01 Truss Type Monopitch Girder Qty 2 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606563 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-KX_ia3BkaR395pYxMSS_YHOPsbrNx5e_AqAZ?hz8fKr Scale = 1:51.6 1 2 3 4 56 3x4 2x4 3x8 5x6 5x6 7-11-2 7-11-2 -1-6-8 1-6-8 7-11-2 7-11-2 1- 1 - 1 4 7- 1 - 3 9.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-3-9] 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) 0.40 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.08 0.00 0.04 (loc) 2-5 2-5 5 2-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 136 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud SLIDER Left 2x8 SP 2400F 2.0E 4-10-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=708/0-5-8, 2=853/0-9-4 Max Horz 2=222(LC 5) Max Uplift5=-259(LC 5), 2=-185(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-355/3, 4-5=-437/205 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered 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; porch left and right 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, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=259, 2=185. 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. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-120(F=-60), 2-6=-40(F=-20), 5-6=-80(F=-20) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss PB01 Truss Type Piggyback Qty 18 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606564 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-KX_ia3BkaR395pYxMSS_YHOSxbrHx4T_AqAZ?hz8fKr Scale = 1:30.6 12 3 4 5 6 4x6 3x4 3x4 2x4 10-7-0 10-7-0 5-3-8 5-3-8 10-7-0 5-3-8 0- 4 - 1 0 3- 1 1 - 1 0 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 9.00 12 Plate Offsets (X,Y)-- [2:0-1-13,0-1-8], [4:0-1-13,0-1-8] 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) 0.20 0.21 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.01 0.02 0.00 -0.01 (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: 29 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.(lb/size) 2=222/9-2-11, 4=222/9-2-11, 6=345/9-2-11 Max Horz 2=-83(LC 4) Max Uplift2=-35(LC 6), 4=-42(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) 2, 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss PBE01 Truss Type GABLE Qty 2 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606565 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-KX_ia3BkaR395pYxMSS_YHOVMbu0x5C_AqAZ?hz8fKr Scale = 1:30.6 12 3 4 5 6 7 8 9 14 13 12 11 10 4x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 10-7-0 10-7-0 5-3-8 5-3-8 10-7-0 5-3-8 0- 4 - 1 0 3- 1 1 - 1 0 0- 1 - 8 0- 4 - 1 0 0- 1 - 8 9.00 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) 0.04 0.03 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 0.00 0.00 0.00 (loc) 8 8 8 8 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 36 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 9-2-11. (lb) - Max Horz 2=-83(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 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, 13, 14, 11, 10. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T01 Truss Type Piggyback Base Qty 5 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606566 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-okY4nOCMLlB0jz78vAzD5VwXm?6lgOL8PUw7X7z8fKq Scale = 1:91.4 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 3x6 5x8 5x6 3x6 12x12 3x6 2x4 2x4 8x8 3x6 4x6 3x6 2x4 5x12 6x16 3x6 4x6 7-5-12 7-5-12 14-8-0 7-2-4 19-11-8 5-3-8 25-11-0 5-11-8 26-3-0 0-4-0 32-1-0 5-10-0 38-1-0 6-0-0 -1-2-8 1-2-8 7-5-12 7-5-12 14-8-0 7-2-4 19-11-8 5-3-8 25-3-0 5-3-8 25-11-0 0-8-0 32-1-0 6-2-0 38-1-0 6-0-0 1- 0 - 0 12 - 0 - 0 0- 9 - 6 1- 7 - 2 12 - 0 - 0 9.00 12 Plate Offsets (X,Y)-- [5:0-6-0,0-2-0], [7:0-3-12,0-1-12], [12:Edge,0-6-4], [20:Edge,0-10-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.58 0.51 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.20 0.01 0.03 (loc) 17-19 17-19 12 17-19 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 222 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* 3-19,14-16,10-14,10-13,2-19,11-12,11-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. 1 Row at midpt 8-14 WEBS 1 Row at midpt 3-17, 5-16, 6-16, 7-16, 7-14 REACTIONS.(lb/size) 20=1196/0-3-8, 12=409/0-5-8, 14=1749/0-3-8 Max Horz 20=290(LC 5) Max Uplift20=-80(LC 6), 12=-7(LC 7), 14=-42(LC 7) Max Grav 20=1222(LC 10), 12=425(LC 11), 14=1749(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1439/118, 3-4=-959/142, 4-5=-814/188, 5-6=-446/187, 6-7=-438/184, 10-11=-444/40, 2-20=-1160/145, 11-12=-374/43 BOT CHORD 19-20=-309/330, 19-21=-188/1050, 18-21=-188/1050, 17-18=-188/1050, 17-22=-138/658, 16-22=-138/658, 8-14=-492/215, 13-14=0/282 WEBS 3-19=0/271, 3-17=-529/174, 5-17=-38/598, 5-16=-524/66, 6-16=-363/154, 7-16=-122/1060, 7-14=-940/137, 10-14=-426/142, 10-13=0/268, 2-19=0/749 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) 20, 12, 14. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T02 Truss Type Piggyback Base Qty 3 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606567 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-Gw6S_kC?63JtL7iKTtUSeiTfwOUDPtCHe8fg3az8fKp Scale = 1:97.2 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 19 3x6 5x8 5x8 4x6 3x4 3x6 3x4 2x4 6x10 2x4 3x6 4x6 3x8 3x4 3x6 4x6 5x6 7-3-0 7-3-0 14-8-0 7-5-0 21-7-8 6-11-8 21-11-8 0-4-0 25-3-0 3-3-8 32-1-0 6-10-0 37-7-8 5-6-8 -1-2-8 1-2-8 7-3-0 7-3-0 14-8-0 7-5-0 21-7-8 6-11-8 25-3-0 3-7-8 32-1-0 6-10-0 37-7-8 5-6-8 1- 0 - 0 12 - 0 - 0 1- 1 - 8 1- 7 - 2 12 - 0 - 0 9.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [5:0-6-0,0-2-0], [7:0-6-0,0-2-0], [13:0-3-12,0-3-0] 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) 0.81 0.43 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.17 0.01 0.02 (loc) 15-17 15-17 10 15-17 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 208 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* 3-15,5-15,5-13,7-13,7-12,8-12: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. 1 Row at midpt 6-13 WEBS 1 Row at midpt 3-15, 5-13, 7-13, 8-12 REACTIONS.(lb/size) 18=860/0-3-8, 13=1878/0-3-8, 10=445/Mechanical Max Horz 18=293(LC 5) Max Uplift18=-70(LC 6), 13=-40(LC 6), 10=-32(LC 7) Max Grav 18=886(LC 10), 13=1878(LC 1), 10=489(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-956/85, 3-4=-436/101, 4-5=-290/149, 5-6=0/286, 6-7=0/290, 8-9=-529/66, 2-18=-830/121, 9-10=-444/57 BOT CHORD 17-18=-302/313, 17-19=-155/669, 16-19=-155/669, 15-16=-155/669, 6-13=-375/164, 11-12=0/363 WEBS 3-17=0/282, 3-15=-566/178, 5-15=-32/499, 5-13=-876/96, 7-13=-718/49, 7-12=-15/426, 8-12=-440/155, 2-17=0/434, 9-11=0/289 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 13, 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T03 Truss Type Piggyback Base Qty 7 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606568 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-Gw6S_kC?63JtL7iKTtUSeiTfwOUEPs8He8fg3az8fKp Scale = 1:97.4 1 2 3 4 5 6 7 8 9 10 20 19 18 17 16 15 14 13 12 11 21 3x6 5x8 5x8 3x6 3x4 3x6 3x4 2x4 6x10 3x6 3x6 4x6 3x8 3x4 3x6 4x6 5x6 2x4 4x6 7-3-0 7-3-0 14-8-0 7-5-0 21-7-8 6-11-8 21-11-8 0-4-0 25-3-0 3-3-8 32-1-0 6-10-0 37-11-0 5-10-0 -1-2-8 1-2-8 7-3-0 7-3-0 14-8-0 7-5-0 21-7-8 6-11-8 25-3-0 3-7-8 32-1-0 6-10-0 37-11-0 5-10-0 1- 0 - 0 12 - 0 - 0 0- 1 0 - 1 4 1- 7 - 2 12 - 0 - 0 9.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [5:0-6-0,0-2-0], [7:0-6-0,0-2-0], [15:0-3-12,0-3-0] 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) 0.81 0.43 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.17 0.01 0.02 (loc) 17-19 17-19 11 17-19 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 209 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* 3-17,5-17,5-15,7-15,7-14,9-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. 1 Row at midpt 6-15 WEBS 1 Row at midpt 3-17, 5-15, 7-15, 9-14 REACTIONS.(lb/size) 20=855/0-3-8, 15=1897/0-3-8, 11=454/0-3-8 Max Horz 20=290(LC 5) Max Uplift20=-71(LC 6), 15=-38(LC 6), 11=-34(LC 7) Max Grav 20=884(LC 10), 15=1897(LC 1), 11=497(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-953/86, 3-4=-433/102, 4-5=-287/150, 5-6=0/295, 6-7=0/300, 9-10=-552/68, 2-20=-828/122, 10-11=-448/62 BOT CHORD 19-20=-300/313, 19-21=-155/667, 18-21=-155/667, 17-18=-155/667, 6-15=-376/163, 13-14=0/377, 12-13=0/377 WEBS 3-19=0/283, 3-17=-566/178, 5-17=-32/500, 5-15=-883/96, 7-15=-732/49, 7-14=-17/434, 9-14=-462/158, 9-12=0/257, 2-19=0/432, 10-12=0/252 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) 20, 15, 11. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T04 Truss Type PIGGYBACK BASE Qty 3 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606569 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-k6fqC4DdtMRkyHHW1a0hAw0rtop48JORsoPDc0z8fKo Scale = 1:98.5 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 3x6 5x8 5x8 3x6 3x4 3x6 3x4 2x4 6x10 3x6 3x6 4x6 3x8 3x4 3x6 4x6 5x6 2x4 4x6 7-3-0 7-3-0 14-8-0 7-5-0 21-7-8 6-11-8 21-11-8 0-4-0 25-3-0 3-3-8 32-1-0 6-10-0 37-11-0 5-10-0 -1-2-8 1-2-8 7-3-0 7-3-0 14-8-0 7-5-0 21-7-8 6-11-8 25-3-0 3-7-8 32-1-0 6-10-0 37-11-0 5-10-0 39-1-8 1-2-8 1- 0 - 0 12 - 0 - 0 0- 1 0 - 1 4 1- 7 - 2 12 - 0 - 0 9.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [5:0-6-0,0-2-0], [7:0-6-0,0-2-0], [10:0-2-14,0-2-0], [16:0-3-12,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.39 0.58 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.17 0.01 0.02 (loc) 18-20 18-20 12 18-20 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 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 *Except* 3-18,5-18,5-16,7-16,7-15,9-15: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-5-5 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. 1 Row at midpt 6-16 WEBS 1 Row at midpt 3-18, 5-16, 7-16, 9-15 REACTIONS.(lb/size) 21=855/0-3-8, 16=1893/0-3-8, 12=539/0-3-8 Max Horz 21=278(LC 5) Max Uplift21=-75(LC 6), 16=-30(LC 6), 12=-86(LC 7) Max Grav 21=884(LC 10), 16=1893(LC 1), 12=582(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-953/100, 3-4=-433/117, 4-5=-287/165, 5-6=0/295, 6-7=0/299, 9-10=-548/79, 2-21=-828/131, 10-12=-534/114 BOT CHORD 20-21=-288/328, 20-22=-145/667, 19-22=-145/667, 18-19=-145/667, 6-16=-375/163, 14-15=0/368, 13-14=0/368 WEBS 3-20=0/283, 3-18=-566/178, 5-18=-38/500, 5-16=-883/93, 7-16=-729/39, 7-15=-13/432, 9-15=-451/152, 9-13=0/258, 2-20=0/432 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) 21, 16, 12. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T05 Truss Type Common Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606570 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-k6fqC4DdtMRkyHHW1a0hAw0wPonD8NuRsoPDc0z8fKo Scale = 1:52.6 1 2 3 4 5 6 9 8 7 4x6 3x4 3x8 4x6 4x6 3x4 3x6 3x6 7-11-8 7-11-8 15-11-0 7-11-8 -1-2-8 1-2-8 4-1-8 4-1-8 7-11-8 3-10-0 11-9-8 3-10-0 15-11-0 4-1-8 0- 1 0 - 1 4 6- 1 0 - 8 0- 1 0 - 1 4 9.00 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) 0.44 0.51 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.08 -0.19 0.02 0.01 (loc) 8-9 8-9 7 8 l/defl >999 >976 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 70 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=710/0-3-8, 7=621/0-3-8 Max Horz 9=175(LC 5) Max Uplift9=-66(LC 6), 7=-23(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-567/103, 4-5=-569/104, 2-9=-302/107 BOT CHORD 8-9=-40/497, 7-8=-8/508 WEBS 4-8=-47/403, 3-9=-497/33, 5-7=-491/42 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) 9, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T06 Truss Type Common Qty 8 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606571 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-CJDDPQEFegZbaQsibIXwj7Y?HC88tpaa5S8n8Sz8fKn Scale = 1:56.8 1 2 3 4 5 6 7 11 10 9 812 13 4x8 3x8 3x6 5x8 3x6 5x12 3x6 10x10 9-11-14 9-11-14 19-8-4 9-8-6 29-11-0 10-2-12 -1-2-8 1-2-8 7-1-8 7-1-8 14-4-5 7-2-13 21-7-8 7-3-3 29-11-0 8-3-8 31-1-8 1-2-8 0- 1 1 - 9 6- 1 1 - 6 0- 5 - 9 5.00 12 Plate Offsets (X,Y)-- [2:Edge,0-2-12], [3:0-4-0,0-3-0], [5:0-6-0,0-3-0], [6:0-0-0,0-0-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.82 0.47 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.26 -0.48 0.02 0.29 (loc) 8-10 6-8 8 6-8 l/defl >919 >251 n/a >421 L/d 360 240 n/a 240 PLATES MT20 Weight: 118 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SP 2400F 2.0E 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 6-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 3-11 REACTIONS.(lb/size) 8=1535/0-5-8, 6=331/0-3-8, 11=825/0-3-8 Max Horz 11=-72(LC 7) Max Uplift8=-148(LC 7), 6=-149(LC 7), 11=-86(LC 6) Max Grav 8=1535(LC 1), 6=368(LC 11), 11=825(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-419/113, 3-4=-878/135, 4-5=0/380, 2-11=-411/164 BOT CHORD 10-11=-73/961, 10-12=0/341, 9-12=0/341, 9-13=0/341, 8-13=0/341 WEBS 3-10=-385/206, 4-10=-7/712, 4-8=-1002/97, 5-8=-503/241, 3-11=-727/46 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; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 8=148, 6=149. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T07 Truss Type Roof Special Qty 2 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606572 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-CJDDPQEFegZbaQsibIXwj7Y_fC2vtpJa5S8n8Sz8fKn Scale = 1:109.1 12 3 4 5 6 7 8 91615141312 11 10 17 18 19 20 4x6 3x6 4x6 2x4 3x6 5x6 3x8 4x6 3x6 3x6 3x6 4x6 4x6 3x4 4x8 10-7-2 10-7-2 20-5-12 9-10-10 22-5-5 1-11-9 25-1-7 2-8-1 28-1-0 2-11-9 -1-2-8 1-2-8 5-5-5 5-5-5 10-7-2 5-1-13 16-6-4 5-11-1 22-5-5 5-11-1 25-1-7 2-8-1 28-1-0 2-11-9 2- 4 - 1 4 10 - 4 - 4 14 - 4 - 6 1- 3 - 0 4- 0 - 2 9.00 12 9.00 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) 0.86 0.87 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.35 -0.77 0.03 0.01 (loc) 14-16 14-16 10 14 l/defl >701 >319 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 129 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* 4-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13, 3-16 REACTIONS.(lb/size) 10=234/0-3-8, 13=1326/0-3-8, 16=1007/0-3-8 Max Horz 16=-330(LC 4) Max Uplift10=-52(LC 7), 13=-21(LC 7), 16=-69(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-720/162, 4-5=-737/158, 5-6=0/267, 8-9=-456/77, 2-16=-314/166 BOT CHORD 16-17=-109/566, 17-18=-109/566, 15-18=-109/566, 14-15=-109/566, 14-19=0/484, 19-20=0/484, 13-20=0/484, 11-12=-19/406 WEBS 4-14=-84/438, 5-13=-1049/88, 7-13=-313/133, 9-11=-3/307, 3-16=-706/12 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, with BCDL = 10.0psf. 5) Bearing at joint(s) 10 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) 10, 13, 16. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T08 Truss Type Roof Special Qty 6 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606573 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-gVnbdmFtP_iSCaRv8?29FL58VcMfc9xjK6uKgvz8fKm Scale = 1:109.1 12 3 4 5 6 7 8 9161514 13 12 11 10 17 18 4x6 3x6 5x6 3x4 3x6 8x8 3x8 4x6 3x6 4x8 6x10 4x6 6x6 3x4 4x8 10-7-2 10-7-2 16-6-4 5-11-1 22-5-5 5-11-1 25-1-7 2-8-1 28-1-0 2-11-9 -1-2-8 1-2-8 5-5-5 5-5-5 10-7-2 5-1-13 16-6-4 5-11-1 22-5-5 5-11-1 25-1-7 2-8-1 28-1-0 2-11-9 2- 4 - 1 4 10 - 4 - 4 14 - 4 - 6 1- 3 - 0 4- 0 - 2 9.00 12 9.00 12 Plate Offsets (X,Y)-- [13:0-3-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.91 0.96 0.89 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.44 -0.99 0.63 0.19 (loc) 14-16 14-16 10 12-13 l/defl >763 >336 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 132 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 12-15: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud *Except* 4-14,7-12,8-12,9-11: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-13, 3-16 REACTIONS.(lb/size) 10=1138/0-3-8, 16=1315/0-3-8 Max Horz 16=-309(LC 4) Max Uplift10=-65(LC 7), 16=-66(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1116/181, 4-5=-1137/177, 5-6=-1687/153, 6-7=-1853/130, 7-8=-5493/259, 8-9=-3234/198, 9-10=-1135/98, 2-16=-323/165 BOT CHORD 16-17=-30/826, 17-18=-30/826, 15-18=-30/826, 14-15=-30/826, 13-14=0/1435, 12-13=-111/4075, 11-12=-156/3154 WEBS 4-14=-107/918, 5-14=-855/175, 5-13=0/639, 7-13=-2701/191, 7-12=-32/2551, 8-12=0/1935, 8-11=-899/75, 9-11=-117/2607, 3-16=-1093/26 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Bearing at joint(s) 10 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) 10, 16. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T09 Truss Type Roof Special Qty 4 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606574 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-gVnbdmFtP_iSCaRv8?29FL5JBcaocFTjK6uKgvz8fKm Scale = 1:51.0 1 2 3 6 5 4 2x4 4x6 4x6 4x6 2x4 5x8 3-9-4 3-9-4 7-6-8 3-9-4 3-9-5 3-9-5 7-6-8 3-9-3 1- 3 - 4 5- 8 - 2 1- 3 - 6 4- 0 - 1 1 14.00 12 14.00 12 Plate Offsets (X,Y)-- [5:0-4-0,0-2-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.23 0.12 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.08 0.19 -0.04 (loc) 5 5 4 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 40 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 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=290/0-3-8, 4=290/0-3-8 Max Horz 6=142(LC 5) Max Uplift6=-17(LC 7), 4=-17(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-312/105, 1-2=-797/139, 2-3=-791/208, 3-4=-311/72 BOT CHORD 5-6=-238/261 WEBS 1-5=-13/529, 2-5=-257/867, 3-5=-209/578 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) 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) 6, 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T10 Truss Type Common Qty 2 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606575 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-gVnbdmFtP_iSCaRv8?29FL5ANcMQcHHjK6uKgvz8fKm Scale = 1:78.0 1 2 3 4 5 6 10 9 8 711 12 13 14 4x6 3x4 3x6 4x6 3x8 3x6 3x4 4x8 3x8 10-7-2 10-7-2 20-7-8 10-0-6 -1-2-8 1-2-8 5-5-5 5-5-5 10-7-2 5-1-13 15-8-15 5-1-13 20-7-8 4-10-9 2- 4 - 1 4 10 - 4 - 4 2- 1 0 - 0 9.00 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) 0.79 0.98 0.36 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.30 -0.69 0.02 0.01 (loc) 8-10 8-10 7 8 l/defl >806 >353 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 100 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. WEBS 1 Row at midpt 3-10, 5-7 REACTIONS.(lb/size) 10=1040/0-3-8, 7=956/0-3-8 Max Horz 10=239(LC 5) Max Uplift10=-62(LC 6), 7=-27(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-770/153, 4-5=-770/152, 2-10=-309/167 BOT CHORD 10-11=-88/598, 11-12=-88/598, 9-12=-88/598, 8-9=-88/598, 8-13=-32/560, 13-14=-32/560, 7-14=-32/560 WEBS 4-8=-82/512, 3-10=-765/4, 5-7=-817/65 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 7. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T11 Truss Type COMMON Qty 3 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606576 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-8hLzq6FVAHqJpk05ijZOoYeJu0jRLj_tYmdtCLz8fKl Scale = 1:78.0 1 2 3 4 5 6 11 10 9 8 712 13 4x6 4x6 3x6 3x8 4x6 3x6 3x6 3x4 4x8 3x4 10-7-2 10-7-2 16-6-4 5-11-2 22-2-4 5-8-0 -1-2-8 1-2-8 5-5-5 5-5-5 10-7-2 5-1-13 16-6-4 5-11-2 22-2-4 5-8-0 2- 4 - 1 4 10 - 4 - 4 1- 7 - 1 5 9.00 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) 0.94 0.93 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.39 -0.87 0.02 0.02 (loc) 9-11 9-11 7 8-9 l/defl >677 >302 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 106 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 5-7-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-11 REACTIONS.(lb/size) 11=1072/0-3-8, 7=909/Mechanical Max Horz 11=242(LC 5) Max Uplift11=-66(LC 6), 7=-32(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-796/166, 4-5=-813/162, 5-6=-976/108, 2-11=-321/165, 6-7=-841/91 BOT CHORD 11-12=-68/617, 12-13=-68/617, 10-13=-68/617, 9-10=-68/617, 8-9=-17/713 WEBS 4-9=-90/529, 3-11=-772/19, 6-8=-6/658 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;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) 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) 11, 7. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T12 Truss Type ROOF SPECIAL Qty 4 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606577 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-8hLzq6FVAHqJpk05ijZOoYePg0jXLdUtYmdtCLz8fKl Scale = 1:87.8 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 4x6 3x6 2x4 5x12 8x8 2x4 3x4 10x10 4x6 5x6 4x10 3x6 3x6 4x10 3x12 1-8-0 1-8-0 7-3-0 5-7-0 14-11-0 7-8-0 20-9-4 5-10-4 26-11-0 6-1-12 -1-2-8 1-2-8 1-8-0 1-8-0 7-3-0 5-7-0 13-5-8 6-2-8 14-11-0 1-5-8 20-9-4 5-10-4 26-11-0 6-1-12 0- 1 0 - 1 4 11 - 0 - 0 0- 1 0 - 1 4 1- 0 - 1 0 9.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [4:0-3-0,0-3-0], [10:Edge,0-8-4], [13:0-2-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.57 0.92 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.35 0.17 0.06 (loc) 13-14 13-14 10 14-15 l/defl >999 >902 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 139 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-16: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 4-13,5-13: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 6-13 WEBS 1 Row at midpt 4-13 REACTIONS.(lb/size) 17=1148/0-3-8, 10=1063/Mechanical Max Horz 17=270(LC 5) Max Uplift17=-81(LC 6), 10=-40(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2107/188, 3-4=-1538/124, 4-5=-985/170, 5-6=-1070/243, 6-7=-1050/170, 7-8=-1165/133, 8-9=-1349/120, 2-17=-1157/129, 9-10=-1004/99 BOT CHORD 3-15=-123/340, 14-15=-285/1968, 13-14=-49/1186 WEBS 3-14=-791/254, 4-14=0/394, 4-13=-589/154, 5-13=-171/930, 11-13=0/998, 9-11=0/794, 2-16=-106/362, 2-15=-204/1481 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) 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) 17, 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss T13 Truss Type Roof Special Qty 2 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606578 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-cuvL2SG7xbyARubHGQ4dKmAYWP3o44m0nQNRlnz8fKk Scale = 1:87.8 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 4x6 3x6 2x4 5x12 8x8 2x4 3x4 10x10 4x6 5x6 4x10 3x6 3x6 4x10 3x12 1-8-0 1-8-0 7-3-0 5-7-0 14-11-0 7-8-0 20-9-4 5-10-4 26-11-0 6-1-12 -1-2-8 1-2-8 1-8-0 1-8-0 7-3-0 5-7-0 13-5-8 6-2-8 14-11-0 1-5-8 20-9-4 5-10-4 26-11-0 6-1-12 28-1-8 1-2-8 0- 1 0 - 1 4 11 - 0 - 0 0- 1 0 - 1 4 1- 0 - 1 0 9.00 12 Plate Offsets (X,Y)-- [2:0-2-14,0-2-0], [4:0-3-0,0-3-0], [11:Edge,0-8-4], [14:0-2-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.69 0.92 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.12 -0.35 0.17 0.06 (loc) 14-15 14-15 11 15-16 l/defl >999 >903 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 141 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 3-17: 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud *Except* 4-14,5-14: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 6-14 WEBS 1 Row at midpt 4-14 REACTIONS.(lb/size) 18=1146/0-3-8, 11=1146/0-3-8 Max Horz 18=-259(LC 4) Max Uplift18=-81(LC 6), 11=-83(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2103/164, 3-4=-1534/111, 4-5=-981/163, 5-6=-1069/236, 6-7=-1047/161, 7-8=-1158/124, 8-9=-1344/118, 2-18=-1155/124, 9-11=-1087/144 BOT CHORD 3-16=-112/339, 15-16=-245/1964, 14-15=-27/1183 WEBS 3-15=-790/241, 4-15=0/393, 4-14=-589/152, 5-14=-164/930, 12-14=0/987, 9-12=0/751, 2-17=-117/361, 2-16=-181/1478 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) 18, 11. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss TG01 Truss Type Common Girder Qty 1 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606579 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-cuvL2SG7xbyARubHGQ4dKmAgyPC14C70nQNRlnz8fKk Scale = 1:68.6 1 2 3 6 5 47 8 9 4x6 2x4 2x4 4x8 3x4 3x4 2-2-13 2-2-13 7-7-8 5-4-11 2-2-13 2-2-13 7-7-8 5-4-11 8- 0 - 3 8- 1 1 - 6 6- 8 - 6 5.00 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) 0.15 0.33 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.06 0.00 0.02 (loc) 4-5 4-5 4 4-5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 130 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 2-5: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-6 REACTIONS.(lb/size) 6=1005/0-3-8, 4=989/0-3-8 Max Horz 6=-49(LC 6) Max Uplift6=-123(LC 6), 4=-40(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-298/44, 2-3=-344/37, 1-6=-1104/129, 3-4=-563/31 WEBS 1-5=-120/996, 3-5=0/389 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 6=123. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 469 lb down and 44 lb up at 1-9-4, and 469 lb down and 44 lb up at 3-9-4, and 469 lb down and 44 lb up at 5-9-4 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, 2-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 7=-469(F) 8=-469(F) 9=-469(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss TG02 Truss Type Roof Special Girder Qty 2 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606580 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-54TjFoHliv4132AUq8bstzjpdpa3pfrA046_HEz8fKj Scale = 1:109.1 12 3 4 5 6 7 8 916 15 14 13 12 11 10 17 18 19 20 21 4x6 3x6 4x6 2x4 4x6 8x8 3x8 4x6 3x6 3x6 3x6 4x6 4x6 2x4 4x6 10-7-2 10-7-2 20-5-12 9-10-10 22-5-5 1-11-9 25-1-7 2-8-1 28-1-0 2-11-9 -1-2-8 1-2-8 5-5-5 5-5-5 10-7-2 5-1-13 16-6-4 5-11-1 22-5-5 5-11-1 25-1-7 2-8-1 28-1-0 2-11-9 2- 4 - 1 4 10 - 4 - 4 14 - 4 - 6 1- 3 - 0 4- 0 - 2 9.00 12 9.00 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) 0.28 0.21 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.11 0.01 0.01 (loc) 15-16 15-16 10 15 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 327 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 4-15: 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=385/0-3-8, 13=1572/0-3-8, 16=986/0-3-8 Max Horz 16=-327(LC 3) Max Uplift10=-62(LC 6), 13=-47(LC 6), 16=-68(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-699/130, 4-5=-716/133, 5-6=0/401, 6-17=-6/286, 7-17=-22/258, 7-8=-360/31, 8-9=-728/84, 9-10=-346/73, 2-16=-293/167 BOT CHORD 16-18=-108/552, 18-19=-108/552, 15-19=-108/552, 14-15=0/452, 14-20=0/452, 20-21=0/452, 13-21=0/452, 11-12=-31/676 WEBS 4-15=-59/414, 5-13=-1154/81, 7-13=-525/148, 7-12=0/253, 8-12=-288/106, 9-11=-6/480, 3-16=-718/0 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) Unbalanced roof live loads have been considered for this design. 4) 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 and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 10 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) 10, 13, 16. 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. 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, 4-17=-60, 9-17=-90(F=-30), 16-18=-20, 18-19=-60, 19-20=-20, 20-21=-60, 13-21=-20, 12-13=-50(F=-30) , 10-12=-40(F=-20) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss TG03 Truss Type Roof Special Girder Qty 1 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606581 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-54TjFoHliv4132AUq8bstzjsipc2pbVA046_HEz8fKj Scale = 1:51.0 1 2 3 4 5 10 9 8 7 6 2x4 4x6 4x6 4x6 2x4 4x6 4x6 6x8 4x6 4x6 2-0-6 2-0-6 3-9-4 1-8-14 5-6-2 1-8-14 7-6-8 2-0-6 2-0-6 2-0-6 3-9-5 1-8-14 5-6-2 1-8-14 7-6-8 2-0-6 1- 3 - 4 5- 8 - 2 1- 3 - 6 4- 0 - 1 1 14.00 12 14.00 12 Plate Offsets (X,Y)-- [8:0-3-15,0-2-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.08 0.09 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.02 -0.04 0.11 0.01 (loc) 8 8 6 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 2x6 SP No.1 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF-S Stud 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=583/0-3-8, 6=583/0-3-8 Max Horz 10=138(LC 5) Max Uplift10=-42(LC 7), 6=-42(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-567/81, 1-2=-1169/133, 2-3=-1485/170, 3-4=-1472/208, 4-5=-1159/52, 5-6=-566/80 BOT CHORD 8-9=-276/1027, 7-8=-55/1019 WEBS 1-9=-59/750, 2-9=-265/51, 2-8=0/326, 3-8=-281/1903, 4-8=-145/328, 4-7=-266/32, 5-7=-32/743 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, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 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 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10, 6 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) 10, 6. 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. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-120(F=-60), 3-5=-120(F=-60), 8-10=-40(F=-20), 6-8=-40(F=-20) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss TG04 Truss Type Roof Special Girder Qty 2 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606582 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-ZG16T7IOTCCugCkgNr65QBFtfDl0YziJFksYpgz8fKi Scale = 1:109.1 12 3 4 5 6 7 8 916 15 14 13 12 11 10 17 18 4x6 3x6 5x8 3x6 4x6 10x10 3x8 4x6 3x8 4x8 6x16 5x8 6x8 3x4 4x6 10-7-2 10-7-2 16-6-4 5-11-1 22-5-5 5-11-1 25-1-7 2-8-1 28-1-0 2-11-9 -1-2-8 1-2-8 5-5-5 5-5-5 10-7-2 5-1-13 16-6-4 5-11-1 21-9-0 5-2-12 22-5-5 0-8-5 25-1-7 2-8-1 28-1-0 2-11-9 2- 4 - 1 4 10 - 4 - 4 14 - 4 - 6 1- 3 - 0 4- 0 - 2 9.00 12 9.00 12 Plate Offsets (X,Y)-- [9:0-2-8,0-2-4], [13:0-3-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2003/TPI2002 CSI. TC BC WB (Matrix) 0.71 0.87 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.31 -0.73 0.59 0.20 (loc) 12-13 12-13 10 12-13 l/defl >999 >458 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 334 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-9: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 *Except* 10-12: 2x6 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 4-15,8-12,9-11: 2x4 SPF No.2, 7-12: 2x4 SPF 2100F 1.8E BRACING- TOP CHORD Structural wood sheathing directly applied or 3-5-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-13 REACTIONS.(lb/size) 10=2664/0-3-8, 16=1685/0-3-8 Max Horz 16=-327(LC 11) Max Uplift10=-171(LC 6), 16=-90(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1608/177, 4-5=-1629/163, 5-6=-3126/187, 6-7=-3277/166, 7-8=-14822/696, 8-9=-8146/460, 9-10=-2586/179, 2-16=-316/166 BOT CHORD 16-17=-67/1152, 17-18=-67/1152, 15-18=-67/1152, 14-15=0/2596, 13-14=0/2596, 12-13=-282/8124, 11-12=-395/7937 WEBS 4-15=-102/1507, 5-15=-1895/234, 5-13=-59/1900, 7-13=-5773/375, 8-12=-127/5726, 8-11=-2204/151, 9-11=-318/6572, 3-16=-1602/43, 7-12=-371/9171 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 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 10 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) 16 except (jt=lb) 10=171. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1904 lb down and 129 lb up at 22-5-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss TG04 Truss Type Roof Special Girder Qty 2 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606582 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:53 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-ZG16T7IOTCCugCkgNr65QBFtfDl0YziJFksYpgz8fKi 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, 4-9=-60, 16-17=-20, 17-18=-60, 12-18=-20, 10-12=-20 Concentrated Loads (lb) Vert: 12=-1904(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building 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 B18801719 Truss TG05 Truss Type Flat Girder Qty 1 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606583 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-1TbUgTJ0EWKlILJsxZeKyOo2jdCIHQBSTOb5L6z8fKh Scale = 1:14.8 1 2 3 6 5 478 3x6 6x6 6x6 3x6 8x8 2x4 3-9-4 3-9-4 7-6-8 3-9-4 3-9-4 3-9-4 7-6-8 3-9-4 1- 5 - 1 1 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) 0.76 0.42 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.04 -0.09 0.00 0.02 (loc) 5 5 4 5 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 87 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-3, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=1903/Mechanical, 4=1924/Mechanical Max Uplift6=-116(LC 3), 4=-117(LC 3) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1241/98, 1-2=-3425/203, 2-3=-3425/203, 3-4=-1241/98 BOT CHORD 6-7=-30/506, 5-7=-30/506, 5-8=-30/507, 4-8=-30/507 WEBS 1-5=-179/3031, 3-5=-179/3030 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, 2x6 - 2 rows staggered 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; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=116, 4=117. 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. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 889 lb down and 44 lb up at 1-9-12, and 889 lb down and 44 lb up at 3-9-12, and 889 lb down and 44 lb up at 5-9-12 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) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-120(F=-60), 4-6=-40(F=-20) Concentrated Loads (lb) Vert: 5=-889(F) 7=-889(F) 8=-889(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss TG06 Truss Type Common Girder Qty 1 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606584 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-1TbUgTJ0EWKlILJsxZeKyOoBGdHmHbgSTOb5L6z8fKh Scale = 1:49.1 1 2 3 4 7 6 58 3x6 4x6 2x4 2x4 4x8 3x6 4-1-6 4-1-6 8-2-12 4-1-6 4-1-6 4-1-6 8-2-12 4-1-6 9-1-4 0-10-8 1- 0 - 1 4 5- 1 0 - 8 1- 0 - 1 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 0.07 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 6-7 6-7 5 6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 98 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud 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) 7=555/0-9-4, 5=531/0-9-4 Max Horz 7=-157(LC 3) Max Uplift7=-17(LC 6), 5=-60(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-462/53, 2-3=-468/58, 1-7=-425/32, 3-5=-502/49 WEBS 2-6=0/342 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) Unbalanced roof live loads have been considered for this design. 4) 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 and right exposed; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 195 lb down at 2-2-10, and 195 lb down at 4-2-10 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, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-195(F) 8=-195(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss TG07 Truss Type Common Girder Qty 1 Ply 2 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606585 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-1TbUgTJ0EWKlILJsxZeKyOo35dBeHSgSTOb5L6z8fKh Scale = 1:58.3 1 2 3 4 7 6 58 9 10 11 4x6 4x6 3x6 3x6 10x10 4x6 4-9-8 4-9-8 9-7-0 4-9-8 4-9-8 4-9-8 9-7-0 4-9-8 10-9-8 1-2-8 1- 5 - 9 7- 0 - 1 0 1- 5 - 9 14.00 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) 0.67 0.46 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.07 0.00 0.02 (loc) 6-7 6-7 5 6-7 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 117 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud 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) 7=2573/0-3-8, 5=2423/0-3-8 Max Horz 7=-196(LC 3) Max Uplift7=-131(LC 6), 5=-140(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1886/149, 2-3=-1894/154, 1-7=-1719/111, 3-5=-1820/135 BOT CHORD 7-8=-185/266, 8-9=-185/266, 6-9=-185/266 WEBS 2-6=-113/2449, 1-6=-99/931, 3-6=-113/970 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) Unbalanced roof live loads have been considered for this design. 4) 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 and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=131, 5=140. 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1043 lb down and 52 lb up at 1-6-4, 1043 lb down and 52 lb up at 3-6-4, and 1043 lb down and 52 lb up at 5-6-4, and 1043 lb down and 52 lb up at 7-6-4 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, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=-1043(F) 9=-1043(F) 10=-1043(F) 11=-1043(F) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V01 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606586 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-Vf8stpJe?qSbwVu3VG9ZVcLJk1cU00Pci2LeuYz8fKg Scale = 1:65.3 1 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 13 2x4 4x6 5x6 4x6 3x6 3x6 2x4 2x4 2x4 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x12 4x6 27-11-0 27-11-0 -3-2-8 3-2-8 12-4-5 12-4-5 27-11-0 15-6-11 29-1-8 1-2-8 2- 3 - 1 5 7- 5 - 1 2 0- 1 1 - 1 5 5.00 12 Plate Offsets (X,Y)-- [11:0-8-3,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) 0.35 0.17 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.00 0.00 -0.00 (loc) 11 11 11 11 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 119 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x4 SPF-S Stud, 1-3: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud SLIDER Right 2x8 SP 2400F 2.0E 2-0-0 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, Except: 6-0-0 oc bracing: 19-20. REACTIONS.All bearings 27-11-0. (lb) - Max Horz 20=100(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 15, 14, 13, 11 except 20=-105(LC 6) Max Grav All reactions 250 lb or less at joint(s) 11 except 20=444(LC 1), 16=431(LC 1), 18=522(LC 10), 19=330(LC 10), 15=509(LC 11), 14=401(LC 1), 13=300(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-416/209 WEBS 4-18=-273/127, 6-15=-257/118 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) 18, 19, 15, 14, 13, 11 except (jt=lb) 20=105. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V02 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606587 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-Vf8stpJe?qSbwVu3VG9ZVcLGu1av01Xci2LeuYz8fKg Scale = 1:55.6 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 5x6 4x6 3x4 4x6 4x6 3x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 26-8-8 26-8-8 -3-2-8 3-2-8 12-4-5 12-4-5 26-8-8 14-4-3 0- 9 - 1 5 5- 1 1 - 1 2 0- 0 - 4 5.00 12 Plate Offsets (X,Y)-- [2:0-3-4,0-1-15] 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) 0.54 0.27 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.10 0.00 0.02 (loc) 1 1 9 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 96 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-4: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 2-3-9 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 26-7-14. (lb) - Max Horz 2=92(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 9, 14, 15, 11, 10 except 2=-142(LC 6) Max Grav All reactions 250 lb or less at joint(s) 9, 15 except 2=599(LC 1), 12=488(LC 1), 14=433(LC 10), 11=367(LC 11), 10=454(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-14=-276/126, 8-10=-335/151 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) 9, 14, 15, 11, 10 except (jt=lb) 2=142. 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) 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=-100(F=-40), 2-6=-60, 6-9=-60, 2-14=-20, 11-14=-60, 9-11=-20 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V03 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606588 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-zriE59KGl7aSYfTF3zgo1ptRwQrilVvlxi4CQ?z8fKf Scale = 1:41.9 1 2 3 4 5 9 8 7 63x4 4x6 3x4 3x6 2x4 2x4 2x4 2x4 2x4 0-0-10 0-0-10 21-6-0 21-5-6 10-9-0 10-9-0 21-6-0 10-9-0 0- 0 - 4 4- 5 - 1 2 0- 0 - 4 5.00 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) 0.52 0.62 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: 56 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 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 21-4-12. (lb) - Max Horz 1=39(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 9, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8 except 9=513(LC 10), 6=513(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-373/167, 4-6=-377/168 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, 9, 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V04 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606589 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-zriE59KGl7aSYfTF3zgo1ptNbQtdlVrlxi4CQ?z8fKf Scale = 1:25.7 1 2 3 43x8 4x8 3x8 2x4 0-0-10 0-0-10 14-3-9 14-3-0 7-1-13 7-1-13 14-3-9 7-1-13 0- 0 - 4 2- 1 1 - 1 2 0- 0 - 4 5.00 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) 0.80 0.49 0.11 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: 32 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=225/14-2-6, 3=225/14-2-6, 4=573/14-2-6 Max Horz 1=25(LC 6) Max Uplift1=-26(LC 6), 3=-29(LC 7), 4=-1(LC 6) Max Grav 1=230(LC 10), 3=230(LC 11), 4=573(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-379/137 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, 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. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V05 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606590 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-zriE59KGl7aSYfTF3zgo1ptVYQuZlWclxi4CQ?z8fKf Scale = 1:14.6 1 2 3 3x6 3x4 3x6 0-0-10 0-0-10 7-1-3 7-0-9 3-6-9 3-6-9 7-1-3 3-6-9 0- 0 - 4 1- 5 - 1 2 0- 0 - 4 5.00 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) 0.29 0.43 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: 13 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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=224/7-0-0, 3=224/7-0-0 Max Horz 1=-11(LC 7) Max Uplift1=-11(LC 6), 3=-11(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-281/116, 2-3=-281/116 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V06 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606591 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-R2GcIVLuWRiJ9p2RchB1a1QgiqIuUysv9MqlyRz8fKe Scale = 1:39.8 1 2 3 43x4 4x6 3x4 2x4 0-0-3 0-0-3 8-0-9 8-0-6 4-0-4 4-0-4 8-0-9 4-0-4 0- 0 - 4 4- 8 - 5 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [1:0-0-15,0-1-8], [2:Edge,0-1-14], [3:0-0-11,0-1-8] 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) 0.26 0.17 0.06 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: 24 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=173/8-0-2, 3=173/8-0-2, 4=248/8-0-2 Max Horz 1=105(LC 5) Max Uplift1=-20(LC 7), 3=-15(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V07 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606592 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-R2GcIVLuWRiJ9p2RchB1a1QhDqILUzSv9MqlyRz8fKe Scale = 1:28.3 1 2 3 42x4 4x6 2x4 2x4 0-0-3 0-0-3 5-5-11 5-5-8 2-8-14 2-8-14 5-5-11 2-8-14 0- 0 - 4 3- 2 - 5 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-14] 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 0.14 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 15 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 5-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=120/5-5-4, 3=120/5-5-4, 4=147/5-5-4 Max Horz 1=69(LC 5) Max Uplift1=-23(LC 7), 3=-19(LC 6) Max Grav 1=120(LC 1), 3=120(LC 1), 4=150(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) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V08 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606593 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:57 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-R2GcIVLuWRiJ9p2RchB1a1QkvqJbUzsv9MqlyRz8fKe Scale = 1:13.6 1 2 3 2x4 3x4 2x4 2-10-10 2-10-10 2-10-14 0-0-3 1-5-7 1-5-7 2-10-14 1-5-7 0- 0 - 4 1- 8 - 5 0- 0 - 4 14.00 12 Plate Offsets (X,Y)-- [2:Edge,0-3-1] 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 0.13 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: 6 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 2-10-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=91/2-10-7, 3=91/2-10-7 Max Horz 1=-32(LC 4) Max Uplift1=-3(LC 7), 3=-3(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Exterior(2) zone; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V09 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606594 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-vEq?WrMWHlqAnzddAOiG7EzpXEd9DQ62O0ZJVtz8fKd Scale = 1:29.0 1 2 32x4 2x4 2x4 3-7-5 3-7-5 0- 0 - 4 4- 2 - 8 14.00 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 0.23 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=126/3-7-1, 3=126/3-7-1 Max Horz 1=113(LC 6) Max Uplift3=-77(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) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V10 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606595 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-vEq?WrMWHlqAnzddAOiG7EzsQEfXDQ62O0ZJVtz8fKd Scale = 1:20.0 1 2 3 2x4 2x4 2x4 2-3-14 2-3-14 0- 0 - 4 2- 8 - 8 14.00 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 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-3-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=74/2-3-10, 3=74/2-3-10 Max Horz 1=67(LC 6) Max Uplift3=-45(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) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V11 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606596 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-vEq?WrMWHlqAnzddAOiG7EzuJEgiDQ62O0ZJVtz8fKd Scale = 1:10.7 1 2 3 4x6 1-0-7 1-0-7 0- 0 - 4 1- 2 - 8 14.00 12 Plate Offsets (X,Y)-- [1:0-6-6,0-1-0] 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) 0.01 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=23/1-0-4, 3=23/1-0-4 Max Horz 1=21(LC 6) Max Uplift3=-14(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) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 Job B18801719 Truss V12 Truss Type Valley Qty 1 Ply 1 Wedgewood 21 Jackson's Grant Job Reference (optional) I33606597 7.640 s Aug 16 2017 MiTek Industries, Inc. Thu Jun 07 13:49:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:2a9vfAhqsNYiLb_VDt20TFz8jNl-NQONjBM822y1P7Cqk6DVfSVzOexrytMCdgJs1Kz8fKc Scale = 1:21.3 1 2 32x4 2x4 2x4 3-11-7 3-11-7 0- 0 - 4 2- 1 1 - 9 9.00 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) 0.44 0.27 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=135/3-11-2, 3=135/3-11-2 Max Horz 1=78(LC 6) Max Uplift3=-41(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) 3. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 7,2018 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s .