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HomeMy WebLinkAboutI32937630.200_West_Clay_NorthlakeRe: Galinski, John Pages or sheets covered by this seal: I32937630 thru I32937747 My license renewal date for the state of Indiana is July 31, 2018. 200_West_Clay_Northlake 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: 200 West Clay Northlake 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss GE01 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937630 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:38 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-1msFcJQU0_g1G3WWCIZMO35FHqB49afdVTviKtzU1Ap Scale = 1:91.6 Sheet Front Full Sheathing 1 Ply 7/16OSB8 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 2526 2728 29 30 31 32 33 34 35 36 37 38 39 40 41 42 82 81 80 79 78 77 76 75 74 73 72 71 70 6968 67 66 6564 6362 6160 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 83 3x4 3x4 3x6 4x6 3x6 3x4 3x4 3x6 5x6 5x6 3x6 48-8-0 48-8-0 -1-0-0 1-0-0 12-2-2 12-2-2 36-8-14 24-6-13 48-8-0 11-11-2 1-3-011-4-121-5-811-4-1210.00 12 Plate Offsets (X,Y)-- [13:0-2-4,Edge], [33:0-4-4,0-2-0], [43:Edge,0-2-8], [55:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.13 0.12 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 1 1 43 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 1307 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* 42-43: 2x3 SPF No.2 OTHERS 2x4 SPF No.2 *Except* 11-74,10-75,9-76,8-77,7-78,6-79,5-80,3-81,34-51,35-50,36-49,37-48,38-47,39-46,40-45,41-44: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 13-33. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 33-52, 32-53, 31-54, 30-55, 29-56, 28-57, 27-58, 25-59, 24-60, 23-61, 22-62, 21-63, 20-64, 19-65, 18-67, 17-68, 16-70, 15-71, 14-72, 12-73, 11-74, 10-75, 34-51, 35-50 REACTIONS.All bearings 48-8-0. (lb) - Max Horz 82=210(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 43, 54, 70, 71, 73, 74, 75, 76, 77, 78, 79, 80, 51, 50, 49, 48, 47, 46, 45, 44 except 82=-317(LC 7), 81=-260(LC 8) Max Grav All reactions 250 lb or less at joint(s) 43, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65, 67, 68, 70, 71, 72, 73, 74, 75, 76, 77, 78, 79, 80, 51, 50, 49, 48, 47, 46, 45, 44 except 82=369(LC 8), 81=293(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-94/257, 11-12=-84/307, 12-13=-62/279, 13-14=-50/261, 14-15=-50/261, 15-16=-50/261, 16-17=-50/261, 17-18=-50/261, 18-19=-50/261, 19-20=-50/261, 20-21=-50/261, 21-22=-50/261, 22-23=-50/261, 23-24=-50/261, 24-25=-50/261, 25-26=-50/261, 26-27=-50/261, 27-28=-50/261, 28-29=-50/261, 29-30=-50/261, 30-31=-51/261, 31-32=-51/261, 32-83=-51/261, 33-83=-51/261, 33-34=-63/314, 34-35=-52/284 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; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-14, Exterior(2) 2-0-14 to 12-2-2, Corner(3) 12-2-2 to 39-8-14, Exterior(2) 39-8-14 to 48-6-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 43, 54, 70, 71, 73, 74, 75, 76, 77, 78, 79, 80, 51, 50, 49, 48, 47, 46, 45, 44 except (jt=lb) 82=317, 81=260. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss GE01 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937630 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:38 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-1msFcJQU0_g1G3WWCIZMO35FHqB49afdVTviKtzU1Ap 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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 200_WEST_CLAY_NORTHL~E Truss GE03 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937631 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-VyQdpfR7nHoutD5im?4bxHdJAESmu19nk7fFsJzU1Ao Scale = 1:101.6 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 34 33 3231 3029 28 27 26 25 24 23 22 21 20 19 3x6 3x8 3x6 3x6 3x6 3x6 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 18-2-0 18-2-0 -1-0-0 1-0-0 12-2-2 12-2-2 18-2-0 5-11-14 1-3-011-4-1210.00 12 Plate Offsets (X,Y)-- [13:0-3-0,0-0-4] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.74 0.35 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 1 19 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 446 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* 18-19: 2x4 SPF No.2 OTHERS 2x3 SPF No.2 *Except* 17-20,16-21,15-22,14-23,12-24: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 13-18. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 18-19, 17-20, 16-21, 15-22, 14-23, 12-24, 11-25, 10-26 REACTIONS.All bearings 18-2-0. (lb) - Max Horz 34=319(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30 except 34=-290(LC 7), 33=-435(LC 6) Max Grav All reactions 250 lb or less at joint(s) 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 32 except 34=594(LC 6), 33=273(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-595/168, 2-3=-681/220, 3-4=-453/143, 4-5=-450/152, 5-6=-413/139, 6-7=-372/126, 7-8=-330/113, 8-9=-288/100 WEBS 3-33=-123/348 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-2-0, Exterior(2) 2-2-0 to 12-2-2, Corner(3) 12-2-2 to 15-2-2 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 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) 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30 except (jt=lb) 34=290, 33=435. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss GE04 Truss Type GABLE Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937632 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-VyQdpfR7nHoutD5im?4bxHdSgEWlu24nk7fFsJzU1Ao Scale = 1:20.2 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 4 5 9 8 7 6 10 11 3x6 2x4 2x4 2x4 2x4 2x4 2x4 -1-0-0 1-0-0 6-5-0 6-5-0 0-8-82-6-153.50 12 Plate Offsets (X,Y)-- [9:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.14 0.10 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-6: 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 6-5-0. (lb) - Max Horz 9=66(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 9, 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 9, 6, 7 except 8=276(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-3-12 zone; cantilever left and right exposed ; 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, 6, 7, 8. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss GE05 Truss Type GABLE Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937633 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:39 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-VyQdpfR7nHoutD5im?4bxHdS5EW6u2jnk7fFsJzU1Ao Scale = 1:18.8 Sheet Front Full Sheathing 1 Ply 7/16OSB8 1 2 3 5 4 2x4 3x4 2x4 2x4 -1-0-0 1-0-0 1-6-0 1-6-0 1-3-02-6-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 5=150/1-6-0, 4=18/1-6-0 Max Horz 5=67(LC 6) Max Uplift5=-16(LC 9), 4=-48(LC 6) Max Grav 5=150(LC 1), 4=44(LC 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; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; 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) 5, 4. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J01 Truss Type Jack-Open Qty 6 Ply 1 200 West Clay Northlake Job Reference (optional) I32937634 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-z9z?1?SlYbwlVNguKibqTUAcJdrTdVzwznOpOlzU1An Scale: 3/4"=1' 1 2 5 6 7 3 4 3x8 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 0-9-02-1-01-8-132-1-04.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.21 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=231/0-3-8, 3=100/Mechanical, 4=42/Mechanical Max Horz 5=51(LC 9) Max Uplift5=-18(LC 9), 3=-21(LC 9) Max Grav 5=231(LC 1), 3=100(LC 1), 4=71(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J02 Truss Type Jack-Open Qty 4 Ply 1 200 West Clay Northlake Job Reference (optional) I32937635 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:40 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-z9z?1?SlYbwlVNguKibqTUAe5dt3dVzwznOpOlzU1An Scale: 1"=1' 1 2 5 3 43x8 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-9-01-5-01-0-131-5-04.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.09 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 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 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=164/0-3-8, 3=38/Mechanical, 4=14/Mechanical Max Horz 5=36(LC 9) Max Uplift5=-24(LC 9), 3=-8(LC 9) Max Grav 5=164(LC 1), 3=38(LC 1), 4=33(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J03 Truss Type Jack-Open Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937636 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-RLXNELTNJv2c7XF5tQ630iiof1DzMyD4CR8MxCzU1Am Scale = 1:11.7 1 2 5 3 4 3x8 2-8-7 2-8-7 -1-5-0 1-5-0 2-8-7 2-8-7 0-9-01-4-102.83 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.17 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=223/0-4-9, 3=52/Mechanical, 4=18/Mechanical Max Horz 5=35(LC 9) Max Uplift5=-50(LC 5), 3=-11(LC 5) Max Grav 5=223(LC 1), 3=52(LC 1), 4=44(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J04 Truss Type Jack-Open Girder Qty 1 Ply 2 200 West Clay Northlake Job Reference (optional) I32937637 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:41 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-RLXNELTNJv2c7XF5tQ630iijy10qMyD4CR8MxCzU1Am Scale: 3/4"=1' 1 4 2 5 3 3x8 4-0-0 4-0-0 4-0-0 4-0-0 0-9-02-1-01-8-132-1-04.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.47 0.89 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.11 0.03 (loc) 3-4 3-4 2 l/defl >936 >414 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 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 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=538/0-3-8, 2=162/Mechanical, 3=384/Mechanical Max Horz 4=38(LC 7) Max Uplift2=-9(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical 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. 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) 2. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 781 lb down at 2-0-12 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: 1-2=-60, 3-4=-20 Concentrated Loads (lb) Vert: 5=-781(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J05 Truss Type Jack-Closed Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937638 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-vX5mShT?4CATkhqHR7dIZvFvaRSw5IeDQ5tvTezU1Al Scale = 1:114.7 1 2 3 4 5 10 9 8 7 6 11 12 13 14 2x4 6x6 3x6 3x6 3x8 3x6 3x4 3x6 3x4 3x6 1 2 - 7 - 1 6-1-8 6-1-8 12-0-8 5-11-0 18-2-0 6-1-8 6-1-8 6-1-8 12-0-8 5-11-0 18-2-0 6-1-8 1-3-016-4-1110.00 12 Plate Offsets (X,Y)-- [1:Edge,0-2-8], [5:0-0-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.41 0.45 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.12 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 127 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6: 2x6 SP No.1, 4-7,4-6: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 7-4-5 oc bracing. WEBS 1 Row at midpt 2-7, 4-6 2 Rows at 1/3 pts 5-6 REACTIONS.(lb/size) 10=801/Mechanical, 6=870/Mechanical Max Horz 10=441(LC 8) Max Uplift6=-127(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-747/64, 1-11=-890/45, 2-11=-774/72, 2-3=-562/121, 3-4=-357/162, 4-12=-254/170 BOT CHORD 9-10=-644/285, 8-9=-644/285, 8-13=-296/604, 7-13=-296/604, 7-14=-205/344, 6-14=-205/344 WEBS 1-8=0/497, 2-7=-370/130, 4-7=-38/529, 4-6=-709/162 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 3-1-4, Interior(1) 3-1-4 to 17-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 6=127. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J06 Truss Type Jack-Open Supported Gable Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937639 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-vX5mShT?4CATkhqHR7dIZvFz1RZd5PSDQ5tvTezU1Al Scale: 1"=1' 1 2 3 5 4 3x8 2x4 2x4 -1-0-0 1-0-0 2-0-0 2-0-0 0-9-01-5-04.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.13 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=161/2-0-0, 4=47/2-0-0 Max Horz 5=34(LC 6) Max Uplift5=-30(LC 9), 4=-3(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; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; 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 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J07 Truss Type Jack-Open Qty 26 Ply 1 200 West Clay Northlake Job Reference (optional) I32937640 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:42 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-vX5mShT?4CATkhqHR7dIZvFvyRX35PSDQ5tvTezU1Al Scale = 1:31.3 1 2 5 6 7 3 43x4 3x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-3-04-7-04-1-34-7-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.39 0.19 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.03 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=231/0-3-8, 3=99/Mechanical, 4=42/Mechanical Max Horz 5=125(LC 9) Max Uplift3=-54(LC 9) Max Grav 5=231(LC 1), 3=99(LC 1), 4=73(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J08 Truss Type Jack-Open Qty 6 Ply 1 200 West Clay Northlake Job Reference (optional) I32937641 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Njf8f0UdrWIKMrPT?r8X57o7truoqsiMfldT?4zU1Ak Scale = 1:20.8 1 2 5 3 42x4 3x4 2-2-9 2-2-9 -1-6-12 1-6-12 2-2-9 2-2-9 1-5-02-10-02-4-152-10-07.68 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.25 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 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 2-2-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=226/0-4-9, 3=25/Mechanical, 4=12/Mechanical Max Horz 5=89(LC 9) Max Uplift5=-9(LC 9), 3=-20(LC 9), 4=-8(LC 9) Max Grav 5=226(LC 1), 3=25(LC 1), 4=36(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J09 Truss Type Jack-Open Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937642 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Njf8f0UdrWIKMrPT?r8X57o2YrsGqsiMfldT?4zU1Ak Scale = 1:36.4 1 2 5 6 7 3 4 3x6 3x6 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-5-05-5-04-10-95-5-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.53 0.25 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.05 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 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 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=231/0-3-8, 3=99/Mechanical, 4=42/Mechanical Max Horz 5=149(LC 9) Max Uplift3=-70(LC 9), 4=-6(LC 9) Max Grav 5=231(LC 1), 3=99(LC 1), 4=73(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J10 Truss Type Jack-Open Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937643 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:43 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Njf8f0UdrWIKMrPT?r8X57o37rsXqsiMfldT?4zU1Ak Scale = 1:36.4 1 4 5 2 3 3x4 2x4 4-0-0 4-0-0 4-0-0 4-0-0 1-5-05-5-04-10-95-5-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.49 0.24 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.05 (loc) 3-4 3-4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=152/0-3-8, 2=106/Mechanical, 3=46/Mechanical Max Horz 4=109(LC 9) Max Uplift2=-71(LC 9), 3=-3(LC 9) Max Grav 4=152(LC 1), 2=106(LC 1), 3=74(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J11 Truss Type Jack-Open Qty 6 Ply 1 200 West Clay Northlake Job Reference (optional) I32937644 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-rwDWtMVFcqQB___fZYgmeKKGAFDMZJyWuPM0YXzU1Aj Scale = 1:21.0 1 2 5 6 7 3 4 3x4 2x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 0-11-02-11-02-6-52-11-06.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.28 0.13 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 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 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=231/0-3-8, 3=100/Mechanical, 4=42/Mechanical Max Horz 5=76(LC 9) Max Uplift5=-6(LC 9), 3=-29(LC 9) Max Grav 5=231(LC 1), 3=100(LC 1), 4=72(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J12 Truss Type Jack-Open Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937645 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-rwDWtMVFcqQB___fZYgmeKKJlFFmZJyWuPM0YXzU1Aj Scale = 1:15.1 1 2 5 3 42x4 2x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-11-01-11-01-6-51-11-06.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.12 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 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 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=164/0-3-8, 3=38/Mechanical, 4=15/Mechanical Max Horz 5=53(LC 9) Max Uplift5=-14(LC 9), 3=-14(LC 9) Max Grav 5=164(LC 1), 3=38(LC 1), 4=34(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J13 Truss Type Jack-Open Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937646 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:44 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-rwDWtMVFcqQB___fZYgmeKKHhFFdZJyWuPM0YXzU1Aj Scale = 1:14.7 1 2 5 3 4 2x4 3x4 2-8-7 2-8-7 -1-5-0 1-5-0 2-8-7 2-8-7 0-11-01-10-84.24 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.25 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 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 2-8-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=223/0-4-9, 3=51/Mechanical, 4=19/Mechanical Max Horz 5=52(LC 9) Max Uplift5=-32(LC 9), 3=-12(LC 9) Max Grav 5=223(LC 1), 3=51(LC 1), 4=45(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J14 Truss Type Jack-Open Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937647 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-J6nu4iWtN7Y2b8Zs6GB?AYtREeZkImCf636Z4zzU1Ai Scale = 1:24.4 1 2 5 3 4 3x4 3x6 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-5-03-5-02-10-93-5-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.26 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 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 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=164/0-3-8, 3=37/Mechanical, 4=15/Mechanical Max Horz 5=104(LC 9) Max Uplift3=-41(LC 9), 4=-20(LC 9) Max Grav 5=164(LC 1), 3=37(LC 1), 4=34(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J15 Truss Type Jack-Open Qty 1 Ply 2 200 West Clay Northlake Job Reference (optional) I32937648 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-J6nu4iWtN7Y2b8Zs6GB?AYtUeeatImCf636Z4zzU1Ai Scale = 1:24.4 1 4 2 3 2x4 2x4 2-0-0 2-0-0 2-0-0 2-0-0 1-5-03-5-02-10-93-5-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.11 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 4 4 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 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 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 4=74/0-3-8, 2=52/Mechanical, 3=21/Mechanical Max Horz 4=64(LC 9) Max Uplift2=-44(LC 9), 3=-11(LC 9) Max Grav 4=74(LC 1), 2=52(LC 1), 3=36(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131"x3") nails 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; 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 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. THIS TRUSS IS DESIGNED TO SUPPORT ONLY 2'-0"OF UNIFORM LOAD AS SHOWN. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J16 Truss Type Jack-Open Supported Gable Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937649 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:45 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-J6nu4iWtN7Y2b8Zs6GB?AYtQWeYvImCf636Z4zzU1Ai Scale = 1:31.3 1 2 3 5 4 3x4 3x4 3x4 2x4 -1-0-0 1-0-0 4-0-0 4-0-0 1-3-04-7-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.18 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 2 2 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=229/4-0-0, 4=139/4-0-0 Max Horz 5=125(LC 6) Max Uplift5=-13(LC 9), 4=-51(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; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 3-10-12 zone; cantilever left and right exposed ; 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 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J17 Truss Type Jack-Open Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937650 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-oILGH2WW7RguDI72gziEjlQe72vX1DSpLjr7cPzU1Ah Scale = 1:21.3 1 2 5 3 4 2x4 3x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 1-3-02-11-02-5-32-11-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.19 0.09 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 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 2-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=164/0-3-8, 3=37/Mechanical, 4=15/Mechanical Max Horz 5=87(LC 9) Max Uplift3=-31(LC 9), 4=-10(LC 9) Max Grav 5=164(LC 1), 3=37(LC 1), 4=34(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss J18 Truss Type Jack-Open Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937651 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-oILGH2WW7RguDI72gziEjlQds2vd1DSpLjr7cPzU1Ah Scale = 1:20.7 1 2 5 3 42x4 3x4 2-8-7 2-8-7 -1-5-0 1-5-0 2-8-7 2-8-7 1-3-02-10-20-4-152-5-32-10-27.07 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.20 0.08 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 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 2-8-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=223/0-4-9, 3=50/Mechanical, 4=20/Mechanical Max Horz 5=84(LC 9) Max Uplift5=-11(LC 9), 3=-24(LC 9) Max Grav 5=223(LC 1), 3=50(LC 1), 4=46(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corner(3) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss M01 Truss Type Monopitch Qty 8 Ply 1 200 West Clay Northlake Job Reference (optional) I32937652 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:46 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-oILGH2WW7RguDI72gziEjlQSk2r118MpLjr7cPzU1Ah Scale = 1:30.3 1 2 3 4 6 5 7 8 2x4 4x6 6x8 3x6 10-0-0 10-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 10-0-0 5-0-0 0-9-04-1-04.00 12 Plate Offsets (X,Y)-- [2:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.92 0.38 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.65 0.01 (loc) 5-6 5-6 5 l/defl >449 >180 n/a L/d 240 180 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 2-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=386/Mechanical, 6=463/0-3-8 Max Horz 6=108(LC 8) Max Uplift6=-19(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-455/0, 3-7=-442/0, 2-6=-307/91 BOT CHORD 5-6=-165/435 WEBS 3-5=-449/148 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss M02 Truss Type Monopitch Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937653 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-GVvfVOX8ulolrSiEEhDTGzyloS96mZvyaMbg8rzU1Ag Scale = 1:114.7 1 2 3 4 5 10 9 8 7 6 11 12 13 14 3x6 3x6 3x8 3x4 3x6 3x6 3x4 3x4 3x6 4x6 1 2 - 7 - 1 6-1-8 6-1-8 12-0-8 5-11-0 18-2-0 6-1-8 6-1-8 6-1-8 12-0-8 5-11-0 18-2-0 6-1-8 1-3-016-4-1110.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [5:0-0-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.45 0.45 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.12 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 128 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-6: 2x6 SP No.1, 4-7,4-6: 2x4 SPF No.2, 1-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 7-4-12 oc bracing. WEBS 1 Row at midpt 2-7, 4-6 2 Rows at 1/3 pts 5-6 REACTIONS.(lb/size) 6=868/Mechanical, 10=799/0-3-8 Max Horz 10=440(LC 8) Max Uplift6=-128(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-884/46, 2-11=-769/73, 2-3=-560/121, 3-4=-355/162, 4-12=-251/170, 1-10=-745/64 BOT CHORD 9-10=-638/288, 8-9=-638/288, 8-13=-295/599, 7-13=-295/599, 7-14=-202/343, 6-14=-202/343 WEBS 2-7=-365/132, 4-7=-37/525, 4-6=-707/157, 1-8=0/486 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 17-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 6=128. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss M03 Truss Type Monopitch Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937654 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-GVvfVOX8ulolrSiEEhDTGzyinS97mZwyaMbg8rzU1Ag Scale = 1:114.7 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 3x6 3x6 3x8 3x4 3x6 3x6 3x4 3x4 3x6 5x6 1 2 - 7 - 1 6-1-8 6-1-8 12-0-8 5-11-0 18-2-0 6-1-8 -1-0-0 1-0-0 6-1-8 6-1-8 12-0-8 5-11-0 18-2-0 6-1-8 1-3-016-4-1110.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [6:0-0-1,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.58 0.45 0.50 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.12 0.01 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 129 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 6-7: 2x6 SP No.1, 5-8,5-7: 2x4 SPF No.2, 2-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 7-3-0 oc bracing. WEBS 1 Row at midpt 3-8, 5-7 2 Rows at 1/3 pts 6-7 REACTIONS.(lb/size) 7=866/Mechanical, 11=870/0-3-8 Max Horz 11=452(LC 8) Max Uplift7=-128(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-884/42, 3-12=-771/74, 3-4=-556/118, 4-5=-352/159, 5-13=-251/170, 2-11=-816/97 BOT CHORD 10-11=-665/306, 9-10=-665/306, 9-14=-294/592, 8-14=-294/592, 8-15=-202/343, 7-15=-202/343 WEBS 3-8=-356/131, 5-8=-33/519, 5-7=-706/158, 2-9=0/452 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 17-11-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 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) 7=128. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss M04 Truss Type Monopitch Qty 3 Ply 1 200 West Clay Northlake Job Reference (optional) I32937655 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:47 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-GVvfVOX8ulolrSiEEhDTGzypTSF5mgiyaMbg8rzU1Ag Scale = 1:18.3 1 2 3 5 4 2x4 2x4 2x4 3x4 1-0-0 1-0-0 -1-0-0 1-0-0 1-0-0 1-0-0 1-5-02-5-012.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.15 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 7 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 4=-23/Mechanical, 5=151/0-3-8 Max Horz 5=83(LC 8) Max Uplift4=-89(LC 8), 5=-41(LC 10) Max Grav 4=39(LC 7), 5=151(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss M05 Truss Type Monopitch Qty 4 Ply 1 200 West Clay Northlake Job Reference (optional) I32937656 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-khS1ikYmf2wcScHRoOkioAVwSsY1V4q6p0KEhIzU1Af Scale: 3/8"=1' 1 2 3 4 7 6 5 8 9 2x4 3x8 2x4 3x4 3x4 6-6-12 6-6-12 12-5-0 5-10-4 12-5-1 0-0-1 -1-0-0 1-0-0 6-2-8 6-2-8 12-5-0 6-2-8 0-8-84-3-153.50 12 Plate Offsets (X,Y)-- [7:0-4-2,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.39 0.28 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.10 0.00 (loc) 6-7 6-7 5 l/defl >999 >803 n/a L/d 240 180 n/a PLATES MT20 Weight: 40 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=339/0-3-8, 6=467/0-3-8, 5=236/Mechanical Max Horz 7=115(LC 8) Max Uplift7=-27(LC 9), 5=-8(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-285/118 WEBS 3-6=-328/76 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss M06 Truss Type Monopitch Qty 3 Ply 1 200 West Clay Northlake Job Reference (optional) I32937657 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:48 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-khS1ikYmf2wcScHRoOkioAV_vsbGV6y6p0KEhIzU1Af Scale = 1:18.8 1 2 3 5 4 2x4 2x4 2x4 3x4 1-6-0 1-6-0 -1-0-0 1-0-0 1-6-0 1-6-0 1-3-02-6-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.17 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 4=18/Mechanical, 5=150/0-3-8 Max Horz 5=67(LC 6) Max Uplift4=-48(LC 6), 5=-16(LC 9) Max Grav 4=44(LC 7), 5=150(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss M07 Truss Type Monopitch Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937658 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:49 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Ct0Pw4ZOQM3T4msdL5FxLO2zyGtkEU0F1g4nDkzU1Ae Scale = 1:31.3 1 2 3 4 6 5 7 8 2x4 4x6 3x6 6x8 10-0-0 10-0-0 -1-0-0 1-0-0 5-0-0 5-0-0 10-0-0 5-0-0 0-9-04-1-04.00 12 Plate Offsets (X,Y)-- [2:Edge,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.92 0.38 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.65 0.01 (loc) 5-6 5-6 5 l/defl >449 >181 n/a L/d 240 180 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 2-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=386/10-0-0, 5=386/10-0-0, 6=463/10-0-0 Max Horz 6=108(LC 6) Max Uplift6=-19(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-451/0, 3-7=-439/0, 2-6=-297/88 BOT CHORD 5-6=-168/446 WEBS 3-5=-456/150 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-10-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 5) "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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB01 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937659 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-g4an7Qa0BgBKivRpvpmAtbaKJfGdzz2OGKpKlAzU1Ad Scale = 1:51.3 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 17 18 19 20 10 21 22 4x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 23-4-2 23-4-2 7-4-10 7-4-10 15-11-7 8-6-13 23-4-2 7-4-10 6-1-140-1-40-1-86-0-610.00 12 Plate Offsets (X,Y)-- [4:0-2-4,Edge], [7:0-4-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.14 0.22 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 10 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 74 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 23-4-2. (lb) - Max Horz 1=-101(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 10, 2, 13, 16, 11 except 1=-117(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 9 except 2=280(LC 1), 12=444(LC 14), 13=507(LC 14), 14=445(LC 13), 16=339(LC 13), 11=326(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-13=-267/75 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 7-4-10, Exterior(2) 7-4-10 to 19-11-7, Interior(1) 19-11-7 to 23-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 10, 2, 13, 16, 11 except (jt=lb) 1=117. 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. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB02 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937660 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:50 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-g4an7Qa0BgBKivRpvpmAtbaGufFpz?jOGKpKlAzU1Ad Scale = 1:42.6 2 3 4 5 6 7 8 14 13 12 11 10 1 15 16 17 18 19 20 21 9 4x6 3x6 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 3x4 23-4-2 23-4-2 5-4-10 5-4-10 17-11-7 12-6-13 23-4-2 5-4-10 4-5-140-1-40-1-84-4-610.00 12 Plate Offsets (X,Y)-- [3:0-2-4,Edge], [7:0-4-4,0-2-0], [8:0-1-9,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.39 0.19 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 68 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 23-4-2. (lb) - Max Horz 1=-73(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 11, 12 except 1=-373(LC 13), 9=-340(LC 14), 2=-143(LC 9), 8=-152(LC 9) Max Grav All reactions 250 lb or less at joint(s) 1, 9 except 2=667(LC 1), 10=406(LC 14), 11=506(LC 13), 12=490(LC 14), 14=408(LC 13), 8=623(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-11=-260/83 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 5-4-10, Exterior(2) 5-4-10 to 22-2-6, Interior(1) 22-2-6 to 23-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 12 except (jt=lb) 1=373, 9=340, 2=143, 8=152. 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. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB03 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937661 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:51 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-8G89LmaeyzJBJ300TWIPQp7VL3dhiT_YV_ZuHdzU1Ac Scale = 1:40.7 2 3 4 5 6 7 8 9 10 11 12 20 19 18 17 16 15 14 1 21 22 23 13 3x6 3x6 5x6 3x6 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 23-4-2 23-4-2 1-4-10 1-4-10 21-11-7 20-6-13 23-4-2 1-4-10 1-1-140-1-40-1-81-0-610.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-0-4], [11:0-4-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.09 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 11 11 13 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 55 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-10. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 23-4-2. (lb) - Max Horz 1=-17(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 13, 15, 16, 18, 19, 20, 2 Max Grav All reactions 250 lb or less at joint(s) 1, 13, 14, 2 except 15=341(LC 13), 16=315(LC 14), 18=319(LC 13), 19=330(LC 14), 20=278(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 9-15=-258/77 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 5-7-9, Interior(1) 5-7-9 to 21-11-7, Exterior(2) 21-11-7 to 23-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 13, 15, 16, 18, 19, 20, 2. 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. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB04 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937662 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:52 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-cSiYY5bGjHR2xDbC1Epez0gg0TyrRw3hjeIRq3zU1Ab Scale = 1:39.8 2 3 4 5 6 7 8 9 16 15 14 13 12 11 1 17 18 19 10 3x6 3x4 3x6 2x4 5x6 2x4 2x4 2x4 2x4 2x4 5x6 2x4 2x4 3x4 23-4-2 23-4-2 3-4-10 3-4-10 19-11-7 16-6-13 23-4-2 3-4-10 2-9-140-1-40-1-82-8-610.00 12 Plate Offsets (X,Y)-- [3:0-4-4,0-2-0], [6:0-3-0,0-3-0], [8:0-3-0,0-0-4] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.16 0.09 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 9 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 63 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-8. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 23-4-2. (lb) - Max Horz 1=45(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 2, 12, 13, 14, 9 except 10=-104(LC 14) Max Grav All reactions 250 lb or less at joint(s) 1, 10, 2 except 12=334(LC 13), 13=313(LC 1), 14=343(LC 14), 16=269(LC 13), 11=292(LC 14), 9=266(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-12=-253/80, 4-14=-262/81 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 7-4-10, Interior(1) 7-4-10 to 19-11-7, Exterior(2) 19-11-7 to 23-1-3 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2, 12, 13, 14, 9 except (jt=lb) 10=104. 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. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB05 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937663 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-5fGwlRcvUaZvZNAOaxKtVECoctH0AK1ryI2?MVzU1Aa Scale = 1:67.7 1 2 3 4 5 6 11 10 9 8 7 12 3x6 3x6 4x6 3x4 2x4 5x6 2x4 2x4 2x4 2x4 13-4-11 13-4-11 1-6-10 1-6-10 2-1-6 0-6-13 13-4-11 11-3-5 7-11-129-4-120-1-40-1-89-3-410.00 12 Plate Offsets (X,Y)-- [2:0-2-4,Edge], [3:0-4-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.36 0.16 0.20 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 3-10 REACTIONS.All bearings 13-4-11. (lb) - Max Horz 11=-239(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 11, 7, 6, 10, 9, 8 Max Grav All reactions 250 lb or less at joint(s) 11, 7, 6 except 10=344(LC 1), 9=508(LC 14), 8=292(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-335/151 BOT CHORD 10-11=-116/280, 9-10=-116/280, 9-12=-116/280, 8-12=-116/280, 6-8=-116/280 WEBS 4-9=-265/154 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 6-1-6, Interior(1) 6-1-6 to 13-1-13 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Bearing at joint(s) 7, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 7, 6, 10, 9, 8. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB06 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937664 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:53 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-5fGwlRcvUaZvZNAOaxKtVECpNtH0AJRryI2?MVzU1Aa Scale = 1:56.7 1 2 3 4 5 9 8 7 10 11 12 13 6 3x4 3x4 6x6 3x4 2x4 2x4 2x4 13-1-11 13-1-11 3-10-6 3-10-6 13-1-11 9-3-5 7-7-47-8-120-1-40-1-87-7-410.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.31 0.16 0.30 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: 47 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 13-1-11. (lb) - Max Horz 9=-208(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 9, 5, 8, 7 except 6=-249(LC 1) Max Grav All reactions 250 lb or less at joint(s) 9, 6 except 5=454(LC 1), 8=514(LC 1), 7=428(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-13=-276/109, 5-13=-297/92 BOT CHORD 8-9=-90/269, 7-8=-90/269, 5-7=-90/269 WEBS 4-7=-261/153 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 3-1-4, Interior(1) 3-1-4 to 3-10-6, Exterior(2) 3-10-6 to 6-10-6 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Bearing at joint(s) 6, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 5, 8, 7 except (jt=lb) 6=249. 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. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB07 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937665 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-ZrqIzndXFuhmBXla8fr62Rlx2HdJvqX_BynYuxzU1AZ Scale = 1:49.0 2 3 4 6 5 1 7 8 2x4 2x4 2x4 2x4 2x4 7-9-6 7-9-66-5-136-4-50-1-810.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.51 0.16 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: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 7-9-6. (lb) - Max Horz 1=170(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 2, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2 except 6=391(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-385/130, 2-7=-290/91, 3-7=-268/96 WEBS 3-6=-253/182 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 7-8-2 zone; cantilever left and right exposed ; 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 4-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 1, 2 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) 1, 5, 2, 6. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB08 Truss Type GABLE Qty 6 Ply 1 200 West Clay Northlake Job Reference (optional) I32937666 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:54 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-ZrqIzndXFuhmBXla8fr62RlzFHcSvqR_BynYuxzU1AZ Scale = 1:33.2 2 3 4 1 5 2x4 2x4 2x4 5-3-3 5-3-34-4-114-3-30-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-8,0-1-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.37 0.21 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=-349/5-3-3, 4=150/5-3-3, 2=595/5-3-3 Max Horz 1=111(LC 6) Max Uplift1=-349(LC 1), 4=-19(LC 6), 2=-186(LC 9) Max Grav 1=183(LC 9), 4=150(LC 1), 2=595(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-415/212 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-2-14 to 3-2-14, Interior(1) 3-2-14 to 5-1-15 zone; cantilever left and right exposed ; 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 4-0-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1, 2 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) 4 except (jt=lb) 1=349 , 2=186. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB09 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937667 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-11NgA7d90CpdohKniMMLafI8fg_PeHg8QcX5QOzU1AY Scale = 1:21.7 2 3 4 5 1 4x6 2x4 2x4 3x4 5-3-3 5-3-3 3-3-5 3-3-5 5-3-3 1-11-14 2-8-122-7-40-1-810.00 12 Plate Offsets (X,Y)-- [2:0-1-9,0-1-8], [3:0-2-4,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.33 0.10 0.00 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: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=-307/5-3-3, 5=153/5-3-3, 2=549/5-3-3 Max Horz 1=69(LC 6) Max Uplift1=-307(LC 1), 5=-14(LC 6), 2=-81(LC 6) Max Grav 1=109(LC 6), 5=153(LC 1), 2=549(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-270/189 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 1, 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2 except (jt=lb) 1=307. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB10 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937668 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-11NgA7d90CpdohKniMMLafIBBgzzeHG8QcX5QOzU1AY Scale: 1"=1' 2 3 4 5 7 6 1 8 4x6 2x4 2x4 2x4 2x4 5-3-3 5-3-3 1-3-5 1-3-5 5-3-3 3-11-14 1-0-120-11-40-1-810.00 12 Plate Offsets (X,Y)-- [4:0-4-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.13 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-3-3 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=40/5-3-3, 6=149/5-3-3, 2=-31/5-3-3, 7=239/5-3-3 Max Horz 1=24(LC 6) Max Uplift6=-15(LC 6), 2=-75(LC 2) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB11 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937669 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:55 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-11NgA7d90CpdohKniMMLafICPg_NeHg8QcX5QOzU1AY Scale = 1:12.5 2 3 4 5 1 6 3x4 3x4 3x4 3x4 5-11-5 5-11-5 1-5-6 1-5-6 4-5-14 3-0-8 5-11-5 1-5-6 1-2-80-1-40-1-81-1-010.00 12 Plate Offsets (X,Y)-- [2:0-1-9,0-1-8], [3:0-2-0,0-1-13], [4:0-2-0,0-1-13], [5:0-1-9,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=-46/5-11-5, 6=-46/5-11-5, 2=266/5-11-5, 5=266/5-11-5 Max Horz 1=-18(LC 7) Max Uplift1=-85(LC 2), 6=-85(LC 2) Max Grav 2=271(LC 13), 5=271(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6. 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. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB12 Truss Type GABLE Qty 4 Ply 1 200 West Clay Northlake Job Reference (optional) I32937670 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-VEx2OTennVxUQquzG4ta7sqN24LLNkhHeGGfzqzU1AX Scale = 1:22.1 2 3 4 6 1 5 4x6 2x4 2x4 2x4 5-11-5 5-11-5 2-11-10 2-11-10 5-11-5 2-11-10 2-5-110-1-40-1-810.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.06 0.02 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: 15 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 5-11-5. (lb) - Max Horz 1=-38(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 2, 4 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 2, 4, 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 4-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 2, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss PB13 Truss Type GABLE Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937671 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:56 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-VEx2OTennVxUQquzG4ta7sqN54KeNkwHeGGfzqzU1AX Scale = 1:13.6 2 3 4 5 1 6 3x4 3x4 3x4 3x4 5-11-5 5-11-5 1-8-6 1-8-6 4-2-14 2-6-8 5-11-5 1-8-6 1-5-00-1-40-1-81-3-810.00 12 Plate Offsets (X,Y)-- [2:0-1-9,0-1-8], [3:0-2-0,0-1-13], [4:0-2-0,0-1-13], [5:0-1-9,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.09 0.10 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=-50/5-11-5, 6=-50/5-11-5, 2=270/5-11-5, 5=270/5-11-5 Max Horz 1=21(LC 8) Max Uplift1=-89(LC 2), 6=-89(LC 2) Max Grav 2=277(LC 13), 5=277(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 4-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6. 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. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T01 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937672 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:58 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Rc3pp9g1J7BBf82MNUw2CHweruxmrROa6all1jzU1AV Scale = 1:120.7 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 26 25 24 23 22 21 20 19 18 17 16 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 4x6 6x8 4x6 6x6 6x6 6x10 5x12 4x6 4x6 4x6 2x4 4x6 6x10 2x4 3x4 6x10 6x8 4x6 4x6 4x6 2x4 4x6 4x6 4x6 6-6-0 6-6-0 12-9-7 6-3-8 21-8-8 8-11-0 30-7-8 8-11-0 36-1-9 5-6-1 41-7-8 5-5-15 47-1-6 5-5-15 52-11-0 5-9-10 58-11-0 6-0-0 -1-0-0 1-0-0 6-6-0 6-6-0 12-9-7 6-3-8 21-8-8 8-11-0 30-7-8 8-11-0 36-1-9 5-6-1 41-7-8 5-5-15 47-1-6 5-5-15 52-11-0 5-9-10 58-11-0 6-0-0 59-11-0 1-0-0 1-3-02-9-011-10-140-9-011-10-1410.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-7-1,0-0-6], [6:0-5-4,0-3-0], [17:0-2-8,0-2-0], [19:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.40 0.38 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.22 0.02 (loc) 23-25 17 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 435 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 *Except* 6-25,7-23,9-21,10-20: 2x4 SPF 2100F 1.8E 6-23,9-23,9-20: 2x4 SPF No.2 SLIDER Left 2x6 SP No.1 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-10, 12-13. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-23,20-21. WEBS 1 Row at midpt 4-25, 6-23, 7-23, 9-23, 10-20, 11-20, 12-19 2 Rows at 1/3 pts 9-21 REACTIONS.(lb/size) 2=1166/0-3-8, 21=3775/0-3-0 (req. 0-4-7), 14=792/0-3-8 Max Horz 2=-218(LC 7) Max Uplift2=-14(LC 9), 14=-16(LC 9) Max Grav 2=1341(LC 13), 21=3775(LC 1), 14=797(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-634/0, 3-34=-1526/77, 4-34=-1328/103, 4-35=-1137/124, 5-35=-1122/129, 5-6=-1025/173, 6-36=-463/170, 7-36=-463/170, 7-37=-463/170, 8-37=-463/170, 8-38=-463/170, 9-38=-463/170, 9-39=0/412, 10-39=0/412, 10-11=0/615, 12-40=-288/72, 12-41=-1363/83, 13-41=-1363/83, 13-42=-1374/86, 14-42=-1457/76 BOT CHORD 2-43=-42/1073, 26-43=-42/1073, 26-44=-42/1073, 25-44=-42/1073, 24-25=-62/789, 24-45=-62/789, 23-45=-62/789, 23-46=-1024/178, 22-46=-1024/178, 21-22=-1024/178, 21-47=-1024/178, 20-47=-1024/178, 18-19=-11/1359, 17-18=-11/1359, 16-17=-12/1331, 14-16=-15/1327 WEBS 4-25=-429/131, 6-25=0/657, 6-23=-753/23, 7-23=-579/155, 9-23=-57/1878, 9-21=-3277/198, 9-20=-44/1444, 10-20=-578/0, 11-20=-863/136, 11-19=0/735, 12-19=-1304/100 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; B=45ft; L=59ft; eave=7ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 4-10-11, Interior(1) 4-10-11 to 12-9-7, Exterior(2) 12-9-7 to 42-0-4, Interior(1) 42-0-4 to 59-11-0 zone; cantilever left and right exposed ; 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) WARNING: Required bearing size at joint(s) 21 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 14. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T02 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937673 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:31:59 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-vodB0Vhg4QJ2HIdYxCRHlVSq4IHTau?jLEVJZ9zU1AU Scale = 1:120.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 1516 28 27 26 25 24 23 22 21 20 19 18 17 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 4x6 6x8 4x6 6x8 6x10 6x6 5x12 4x6 4x6 4x6 2x4 4x6 5x8 2x4 5x8 2x4 2x4 4x8 4x6 4x6 4x6 2x4 4x6 4x6 4x6 4x6 6-6-0 6-6-0 12-9-7 6-3-8 18-8-13 5-11-6 24-8-2 5-11-6 30-7-8 5-11-6 36-1-9 5-6-1 41-2-11 5-1-2 46-3-13 5-1-2 50-11-0 4-7-3 58-11-0 8-0-0 -1-0-0 1-0-0 6-6-0 6-6-0 12-9-7 6-3-8 18-8-13 5-11-6 24-8-2 5-11-6 30-7-8 5-11-6 36-1-9 5-6-1 41-2-11 5-1-2 46-3-13 5-1-2 50-11-0 4-7-3 58-11-0 8-0-0 59-11-0 1-0-0 1-3-03-5-011-10-140-9-011-10-1410.00 12 4.00 12 Plate Offsets (X,Y)-- [2:0-7-5,0-0-2], [6:0-5-4,0-3-0], [11:0-5-4,0-3-0], [17:0-2-8,0-2-0], [20:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.36 0.35 0.88 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.14 0.02 (loc) 18 18-20 15 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 459 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 *Except* 6-27,6-25,7-25,8-24,10-22,11-22,11-21: 2x4 SPF No.2 8-25,8-22: 2x4 SPF 2100F 1.8E SLIDER Left 2x6 SP No.1 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-11, 13-14. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-27, 6-25, 7-25, 8-22, 10-22, 12-21 2 Rows at 1/3 pts 11-22 REACTIONS.(lb/size) 2=1109/0-3-8, 22=3882/0-3-0 (req. 0-4-9), 15=734/0-3-8 Max Horz 2=-218(LC 7) Max Uplift2=-15(LC 9), 15=-16(LC 9) Max Grav 2=1280(LC 13), 22=3882(LC 1), 15=744(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-593/0, 3-36=-1452/72, 4-36=-1253/98, 4-37=-1035/123, 5-37=-1019/128, 5-6=-914/172, 6-7=-534/170, 7-38=-534/170, 8-38=-534/170, 8-9=0/1213, 9-39=0/1213, 10-39=0/1213, 10-40=0/1213, 11-40=0/1213, 11-12=0/752, 13-42=-1048/85, 14-42=-1048/85, 14-43=-1097/73, 15-43=-1180/59 BOT CHORD 2-44=-48/1019, 28-44=-48/1019, 28-45=-48/1019, 27-45=-48/1019, 26-27=-75/704, 26-46=-75/704, 25-46=-75/704, 25-47=-348/156, 24-47=-348/156, 23-24=-348/156, 23-48=-348/156, 22-48=-348/156, 22-49=-498/166, 21-49=-498/166, 19-20=0/764, 18-19=0/764, 17-18=0/766, 15-17=0/1049 WEBS 4-28=0/258, 4-27=-470/129, 6-27=-13/569, 6-25=-556/20, 7-25=-380/103, 8-25=-38/1233, 8-24=0/307, 8-22=-1952/57, 10-22=-393/102, 11-22=-1650/49, 11-21=-44/800, 12-21=-770/131, 12-20=0/660, 13-20=-920/87, 13-17=-14/356 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; B=45ft; L=59ft; eave=7ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 4-10-11, Interior(1) 4-10-11 to 12-9-7, Exterior(2) 12-9-7 to 42-0-4, Interior(1) 42-0-4 to 59-11-0 zone; cantilever left and right exposed ; 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) WARNING: Required bearing size at joint(s) 22 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T03 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937674 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-N?BZEqhIqkRvvSCkVvyWHi?zAhd3JK?tZuEs6bzU1AT Scale = 1:90.9 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 22 23 24 25 26 27 28 29 30 31 32 3x6 5x8 5x8 6x10 6x6 4x8 4x8 2x4 4x6 4x6 4x6 2x4 4x8 4x6 2x4 4x8 4x6 7-9-0 7-9-0 13-1-11 5-4-11 17-10-11 4-9-0 22-7-11 4-9-0 26-0-8 3-4-13 30-11-4 4-10-12 36-0-8 5-1-4 7-9-0 7-9-0 13-1-11 5-4-11 17-10-11 4-9-0 22-7-11 4-9-0 26-0-8 3-4-13 30-11-4 4-10-12 36-0-8 5-1-4 37-0-8 1-0-0 12-0-04-1-00-9-012-0-010.00 12 4.00 12 Plate Offsets (X,Y)-- [3:0-5-4,0-2-12], [14:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.41 0.33 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.19 0.03 (loc) 12 12-14 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 278 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x3 SPF No.2 *Except* 1-18,1-17,2-17,3-17,3-16: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3, 5-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17. WEBS 1 Row at midpt 1-17, 2-17, 3-17, 4-16 REACTIONS.(lb/size) 18=-586/Mechanical, 17=2985/0-3-0 (req. 0-3-8), 8=964/0-3-8 Max Horz 18=-322(LC 7) Max Uplift18=-586(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=0/756, 1-22=0/615, 2-22=0/615, 2-23=0/615, 23-24=0/615, 24-25=0/615, 3-25=0/615, 4-5=-637/62, 5-27=-1420/42, 27-28=-1420/42, 6-28=-1420/42, 6-7=-1525/36, 7-29=-1840/27, 8-29=-1895/17 BOT CHORD 18-30=-121/370, 17-30=-121/370, 17-31=-96/253, 16-31=-96/253, 16-32=0/450, 15-32=0/450, 14-15=0/450, 13-14=0/1343, 12-13=0/1343, 11-12=0/1344, 10-11=0/1745, 8-10=0/1745 WEBS 1-17=-1124/50, 2-17=-493/140, 3-17=-1339/95, 3-16=-22/935, 4-16=-935/103, 4-14=0/873, 5-14=-1123/61, 7-11=-356/51 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-9-0, Interior(1) 3-9-0 to 13-1-11, Exterior(2) 13-1-11 to 16-8-15, Interior(1) 22-7-11 to 26-0-8 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 18=586. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T04 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937675 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:00 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-N?BZEqhIqkRvvSCkVvyWHi?zBheEJKctZuEs6bzU1AT Scale = 1:90.9 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 20 21 22 23 24 25 26 27 3x6 5x8 5x8 6x10 6x6 4x8 4x8 2x4 4x6 2x4 4x8 4x6 2x4 4x8 4x6 7-9-0 7-9-0 13-1-11 5-4-11 21-10-2 8-8-6 24-0-8 2-2-6 29-11-4 5-10-12 36-0-8 6-1-4 7-9-0 7-9-0 13-1-11 5-4-11 21-10-2 8-8-6 24-0-8 2-2-6 29-11-4 5-10-12 36-0-8 6-1-4 37-0-8 1-0-0 12-0-04-9-00-9-012-0-010.00 12 4.00 12 Plate Offsets (X,Y)-- [3:0-5-4,0-2-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.40 0.32 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.20 0.03 (loc) 9-10 11-14 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 274 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 4-11,4-10,5-10,6-10,6-9: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-3, 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. WEBS 1 Row at midpt 1-15, 2-15, 3-15, 4-14 REACTIONS.(lb/size) 16=-461/Mechanical, 15=2763/0-3-0 (req. 0-3-4), 7=968/0-3-8 Max Horz 16=-322(LC 7) Max Uplift16=-461(LC 1) Max Grav 15=2763(LC 1), 7=968(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=0/634, 1-20=-2/538, 2-20=-2/538, 2-21=-2/538, 21-22=-2/538, 22-23=-2/538, 3-23=-2/538, 4-5=-1226/47, 5-6=-1344/38, 6-25=-1846/27, 7-25=-1905/13 BOT CHORD 16-26=-116/369, 15-26=-116/369, 15-27=-66/253, 14-27=-66/253, 13-14=0/1182, 12-13=0/1182, 11-12=0/1182, 10-11=0/1184, 9-10=0/1751, 7-9=0/1751 WEBS 1-15=-984/45, 2-15=-456/121, 3-15=-1284/102, 3-14=0/765, 4-14=-1318/111, 4-11=0/278, 6-10=-569/55 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=36ft; eave=5ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-9-0, Interior(1) 3-9-0 to 13-1-11, Exterior(2) 13-1-11 to 16-8-15, Interior(1) 21-10-2 to 24-0-8 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=461. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T05 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937676 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-sBlxRAiwb2ZmWcnx2dTlqwX5g5sP2ok0oY_Qe1zU1AS Scale = 1:76.1 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 2122 23 24 4x6 4x6 3x4 6x10 3x8 3x6 3x4 2x4 3x4 4x8 3x4 4x8 4x6 7-1-4 7-1-4 14-0-0 6-10-12 15-0-0 1-0-0 20-4-10 5-4-10 28-2-0 7-9-6 -1-0-0 1-0-0 7-1-4 7-1-4 14-0-0 6-10-12 15-0-0 1-0-0 20-4-10 5-4-10 28-2-0 7-9-6 0-9-05-5-09-10-144.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-3-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.61 0.77 0.86 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.40 0.07 (loc) 9-10 12-14 9 l/defl >999 >831 n/a L/d 240 180 n/a PLATES MT20 Weight: 127 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-5: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 9-13: 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 8-9,8-10: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins, except end verticals, and 2-0-0 oc purlins (4-3-6 max.): 5-6, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 6-10 REACTIONS.(lb/size) 9=1286/Mechanical, 2=1197/0-3-8 Max Horz 2=268(LC 8) Max Uplift9=-17(LC 6), 2=-2(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-627/0, 3-19=-2358/36, 4-19=-2343/58, 4-5=-1760/80, 5-6=-1575/95, 6-20=-1007/104, 7-20=-916/127, 7-21=-706/136, 21-22=-706/136, 22-23=-706/136, 8-23=-706/136, 8-9=-1098/141 BOT CHORD 2-14=-219/2174, 13-14=-219/2174, 12-13=-219/2174, 11-12=-160/1616, 10-11=-161/1572 WEBS 4-12=-611/63, 5-12=0/462, 6-10=-1187/93, 7-10=0/280, 8-10=-108/1114 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; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 20-4-10, Exterior(2) 20-4-10 to 23-4-10 zone; cantilever left and right exposed ; 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) 9, 2. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T06 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937677 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:01 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-sBlxRAiwb2ZmWcnx2dTlqwX3_5vr2pk0oY_Qe1zU1AS Scale = 1:106.8 1 2 3 4 5 6 7 8 9 10 11 12 23 22 21 20 19 18 17 16 15 14 13 24 25 26 27 28 29 30 31 32 33 34 35 3x6 5x8 3x6 5x12 3x6 3x4 3x6 3x6 3x6 3x6 5x8 2x4 4x6 3x6 3x6 3x6 3x6 6x6 3x4 4x6 3x6 3x6 6-6-0 6-6-0 12-9-7 6-3-8 20-6-13 7-9-6 30-7-8 10-0-11 36-1-9 5-6-1 42-3-8 6-2-0 48-8-0 6-4-8 -1-0-0 1-0-0 6-6-0 6-6-0 12-9-7 6-3-8 20-6-13 7-9-6 28-4-3 7-9-6 36-1-9 7-9-6 42-3-8 6-2-0 48-8-0 6-4-8 1-3-011-10-141-5-811-10-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [5:0-6-0,0-1-12], [9:0-7-12,0-1-0], [12:0-2-12,0-1-8], [14:0-2-8,0-1-8], [22:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.72 0.61 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.54 0.03 (loc) 17-18 17-18 13 l/defl >999 >675 n/a L/d 240 180 n/a PLATES MT20 Weight: 255 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 16-19: 2x4 SPF 2100F 1.8E WEBS 2x4 SPF No.2 *Except* 4-22,4-21,10-15,10-14,2-22,12-14: 2x3 SPF No.2 2-23,12-13: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-4 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 17-18,15-17. WEBS 1 Row at midpt 4-21, 5-18, 6-18, 8-18, 9-17, 10-15 2 Rows at 1/3 pts 8-17 REACTIONS.(lb/size) 23=1342/0-3-8, 17=2883/0-3-0 (req. 0-3-11), 13=523/Mechanical Max Horz 23=239(LC 8) Max Uplift23=-10(LC 9) Max Grav 23=1360(LC 13), 17=2883(LC 1), 13=559(LC 14) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1526/67, 3-24=-1391/89, 4-24=-1282/94, 4-5=-1211/176, 5-25=-688/171, 6-25=-688/171, 6-26=-688/171, 26-27=-688/171, 7-27=-688/171, 7-8=-688/171, 8-28=0/405, 9-28=0/405, 10-29=-350/53, 29-30=-353/47, 11-30=-439/30, 11-12=-565/25, 2-23=-1303/116, 12-13=-511/42 BOT CHORD 22-23=-201/302, 22-31=-15/1082, 21-31=-15/1082, 20-21=0/835, 20-32=0/835, 19-32=0/835, 18-19=0/835, 15-35=0/353, 14-35=0/353 WEBS 4-21=-358/131, 5-21=-16/530, 5-18=-285/35, 6-18=-495/137, 8-18=-32/1332, 8-17=-1636/169, 9-17=-955/72, 9-15=-39/484, 10-15=-462/131, 10-14=0/256, 2-22=0/920, 12-14=0/270 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; B=45ft; L=49ft; eave=6ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 3-10-6, Interior(1) 3-10-6 to 12-9-7, Exterior(2) 12-9-7 to 43-0-2, Interior(1) 43-0-2 to 48-6-4 zone; cantilever left and right exposed ; 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) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 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) 23. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T07 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937678 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:02 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-KNJJeWjYMLhd8lM7cK__N74FNVElnGl91CjzAUzU1AR Scale: 1/8"=1' 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 21 22 23 24 4x8 5x8 4x6 3x6 6x10 3x8 3x6 3x4 2x4 3x4 3x4 5x8 4x8 7-0-0 7-0-0 13-9-8 6-9-8 14-11-0 1-1-8 22-10-13 7-11-13 28-2-0 5-3-3 -1-0-0 1-0-0 7-0-0 7-0-0 13-9-8 6-9-8 14-11-0 1-1-8 22-10-13 7-11-13 28-2-0 5-3-3 0-9-05-4-312-0-04.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-3-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.68 0.70 0.81 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.40 0.08 (loc) 12-14 12-14 9 l/defl >999 >843 n/a L/d 240 180 n/a PLATES MT20 Weight: 141 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-5: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 9-13: 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 8-9,6-10,7-10,8-10: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-4 max.): 5-6, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 6-10, 7-10 REACTIONS.(lb/size) 9=1244/Mechanical, 2=1190/0-3-8 Max Horz 2=326(LC 8) Max Uplift9=-16(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-623/0, 3-19=-2341/32, 4-19=-2326/54, 4-5=-1761/75, 5-6=-1621/90, 6-20=-715/105, 7-20=-524/135, 7-21=-430/158, 21-22=-430/158, 22-23=-430/158, 8-23=-430/158, 8-9=-1125/137 BOT CHORD 2-14=-219/2158, 13-14=-219/2158, 12-13=-219/2158, 11-12=-149/1615, 10-11=-143/1620 WEBS 4-12=-593/76, 5-12=-19/332, 6-10=-1400/112, 8-10=-133/1088 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; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 22-10-13, Exterior(2) 22-10-13 to 25-10-13 zone; cantilever left and right exposed ; 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) 9. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T08 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937679 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-oasisskA7fpUmvxJA2VDvLdMPvZPWk0JFsTWjwzU1AQ Scale = 1:91.9 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 21 22 23 24 4x10 6x6 4x6 3x6 6x10 3x8 4x6 3x4 2x4 3x4 3x4 5x8 4x8 6-0-0 6-0-0 11-9-8 5-9-8 14-1-6 2-3-14 22-10-13 8-9-6 28-2-0 5-3-3 -1-0-0 1-0-0 6-0-0 6-0-0 11-9-8 5-9-8 14-1-6 2-3-14 22-10-13 8-9-6 28-2-0 5-3-3 0-9-04-8-312-0-04.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-4-1], [5:0-5-0,0-1-13], [7:0-3-4,0-2-4], [12:0-2-8,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.92 0.73 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.53 0.08 (loc) 10-11 10-11 9 l/defl >999 >633 n/a L/d 240 180 n/a PLATES MT20 Weight: 139 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 6-7: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 2-12: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 8-9,6-10,7-10,8-10: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-11 max.): 5-6, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 6-10, 7-10 REACTIONS.(lb/size) 9=1244/Mechanical, 2=1190/0-3-8 Max Horz 2=327(LC 8) Max Uplift9=-18(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-603/0, 3-19=-2333/39, 4-19=-2318/54, 4-5=-1942/73, 5-6=-1874/90, 6-20=-735/95, 7-20=-513/128, 7-21=-435/159, 21-22=-435/159, 22-23=-435/159, 8-23=-435/159, 8-9=-1131/136 BOT CHORD 2-14=-232/2155, 13-14=-232/2155, 12-13=-167/1796, 11-12=-167/1796, 10-11=-133/1875 WEBS 4-13=-395/71, 5-13=-2/252, 6-10=-1603/124, 8-10=-135/1101 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; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 22-10-13, Exterior(2) 22-10-13 to 25-10-13 zone; cantilever left and right exposed ; 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) 9. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T09 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937680 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:03 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-oasisskA7fpUmvxJA2VDvLdMAvZBWhbJFsTWjwzU1AQ Scale = 1:92.4 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 20 21 22 23 24 25 26 27 28 4x10 6x6 4x6 3x6 6x10 3x8 3x8 MT18HS 3x4 2x4 3x4 6x8 4x6 5x8 5x6 5-0-0 5-0-0 9-9-8 4-9-8 13-3-13 3-6-5 22-10-13 9-7-0 28-2-0 5-3-3 -1-0-0 1-0-0 5-0-0 5-0-0 9-9-8 4-9-8 13-3-13 3-6-5 18-1-5 4-9-8 22-10-13 4-9-8 28-2-0 5-3-3 0-9-04-0-312-0-04.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-3-13], [5:0-5-0,0-1-13], [6:0-2-8,0-3-4], [7:0-1-0,0-1-12], [8:0-4-4,0-2-0], [12:0-1-12,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.93 0.75 0.90 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.43 -0.90 0.06 (loc) 11-12 11-12 10 l/defl >781 >372 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 141 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 9-10,8-11,9-11: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-2 max.): 5-6, 8-9. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10, 7-11 REACTIONS.(lb/size) 10=1368/Mechanical, 2=1257/0-3-8 Max Horz 2=327(LC 8) Max Uplift10=-19(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-658/0, 3-20=-2457/43, 4-20=-2442/54, 4-5=-2282/78, 5-21=-2427/65, 6-21=-2427/65, 6-7=-3275/162, 7-22=-747/129, 8-22=-641/158, 8-23=-492/152, 23-24=-492/152, 24-25=-492/152, 9-25=-492/152, 9-10=-1295/132 BOT CHORD 2-15=-247/2270, 14-15=-247/2270, 13-14=-188/2139, 12-13=-188/2139, 12-26=-172/1079, 26-27=-172/1079, 11-27=-172/1079 WEBS 5-12=0/425, 6-12=-2238/141, 7-12=-58/2620, 7-11=-1088/147, 9-11=-116/1249 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 22-10-13, Exterior(2) 22-10-13 to 25-10-13 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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) 10. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T10 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937681 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-GmQ43CkouzxLN3WVjl0SSY9XoJsnFAPSUWC4FMzU1AP Scale = 1:91.0 1 2 3 4 5 6 7 8 13 12 11 10 9 18 19 20 21 22 23 24 25 26 4x10 6x8 4x6 3x6 6x8 3x8 3x6 2x4 8x10 4x8 5x8 5x6 7-9-8 7-9-8 12-6-3 4-8-11 22-10-13 10-4-10 28-2-0 5-3-3 -1-0-0 1-0-0 7-9-8 7-9-8 12-6-3 4-8-11 17-8-8 5-2-5 22-10-13 5-2-5 28-2-0 5-3-3 0-9-03-4-312-0-04.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-5-5,Edge], [4:0-5-0,0-1-13], [5:0-3-8,Edge], [6:0-1-8,0-2-0], [7:0-4-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.94 0.85 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.60 -1.26 0.07 (loc) 10-12 10-12 9 l/defl >557 >267 n/a L/d 240 180 n/a PLATES MT20 Weight: 140 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-4: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E *Except* 9-11: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 4-13,4-12,5-12: 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-10-9 max.): 4-5, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing, Except: 6-0-1 oc bracing: 9-10. WEBS 1 Row at midpt 8-9, 6-10 REACTIONS.(lb/size) 9=1369/Mechanical, 2=1262/0-3-8 Max Horz 2=327(LC 8) Max Uplift9=-20(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-715/0, 3-18=-2455/48, 4-18=-2440/73, 4-19=-2966/59, 5-19=-2966/59, 5-6=-4025/162, 6-20=-761/122, 7-20=-646/154, 7-21=-496/152, 21-22=-496/152, 22-23=-496/152, 8-23=-496/152, 8-9=-1304/132 BOT CHORD 2-13=-222/2256, 12-13=-221/2255, 11-12=-177/1152, 11-24=-177/1152, 24-25=-177/1152, 10-25=-177/1152 WEBS 4-12=0/852, 5-12=-2779/149, 6-12=-57/3262, 6-10=-1117/152, 8-10=-117/1260 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 22-10-13, Exterior(2) 22-10-13 to 25-10-13 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) 9. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T11 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937682 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:04 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-GmQ43CkouzxLN3WVjl0SSY9WMJsCF8fSUWC4FMzU1AP Scale = 1:91.0 1 2 3 4 5 6 7 8 14 13 12 11 10 9 19 20 21 22 23 24 25 4x10 4x8 4x6 3x6 6x10 3x8 3x8 MT18HS2x4 3x6 5x6 4x8 5x8 4x8 5-9-8 5-9-8 11-8-10 5-11-2 17-3-11 5-7-2 22-10-13 5-7-2 28-2-0 5-3-3 -1-0-0 1-0-0 5-9-8 5-9-8 11-8-10 5-11-2 17-3-11 5-7-2 22-10-13 5-7-2 28-2-0 5-3-3 0-9-02-8-312-0-04.00 12 10.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-4-1], [4:0-5-0,0-1-13], [7:0-4-4,0-2-0], [11:0-2-8,0-2-8], [13:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.97 0.89 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.59 0.09 (loc) 13-14 13-14 9 l/defl >999 >567 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 137 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 2-12: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 8-9,7-10,8-10: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-7-0 max.): 4-5, 7-8. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 5-11, 6-10 REACTIONS.(lb/size) 9=1314/Mechanical, 2=1225/0-3-8 Max Horz 2=327(LC 8) Max Uplift9=-20(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-595/0, 3-19=-2420/50, 4-19=-2405/67, 4-5=-3419/97, 5-6=-1651/94, 6-20=-709/139, 7-20=-589/162, 7-21=-451/158, 21-22=-451/158, 22-23=-451/158, 8-23=-451/158, 8-9=-1193/144 BOT CHORD 2-14=-242/2234, 13-14=-240/2235, 12-13=-28/3435, 11-12=-28/3435, 11-24=-166/1202, 10-24=-166/1202 WEBS 4-13=-27/1280, 5-13=-370/78, 5-11=-2429/102, 6-11=0/1154, 6-10=-1185/118, 8-10=-131/1140 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 22-10-13, Exterior(2) 22-10-13 to 25-10-13 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) All plates are MT20 plates unless otherwise indicated. 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) 9. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T12 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937683 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-ky_SHYlQfG4C?D4iHSYh_mindiK7_hycjAydnpzU1AO Scale = 1:87.1 12 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 3x6 3x6 4x8 3x4 3x6 3x6 3x4 3x4 4x8 5x6 6-6-10 6-6-10 12-10-13 6-4-2 18-2-0 5-3-3 -1-0-0 1-0-0 6-6-10 6-6-10 12-10-13 6-4-2 18-2-0 5-3-3 1-3-012-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [5:0-6-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.62 0.33 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.11 0.01 (loc) 8-9 9-11 7 l/defl >999 >999 n/a L/d 240 180 n/a 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 No.2 *Except* 4-9,4-8,2-9: 2x3 SPF No.2, 2-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 8-3-4 oc bracing. WEBS 1 Row at midpt 6-7, 4-8, 5-7 REACTIONS.(lb/size) 7=866/Mechanical, 11=870/0-3-8 Max Horz 11=336(LC 6) Max Uplift7=-99(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-889/37, 3-12=-773/45, 3-4=-668/72, 4-13=-506/117, 5-13=-370/161, 2-11=-816/96 BOT CHORD 10-11=-508/250, 9-10=-508/250, 9-16=-272/594, 8-16=-272/594, 8-17=-172/290, 7-17=-172/290 WEBS 4-8=-435/140, 5-8=-43/554, 5-7=-713/198, 2-9=0/446 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-10-13, Exterior(2) 12-10-13 to 17-1-11 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T13 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937684 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:05 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-ky_SHYlQfG4C?D4iHSYh_mindiK7_hycjAydnpzU1AO Scale = 1:87.1 12 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 3x6 3x6 4x8 3x4 3x6 3x6 3x4 3x4 4x8 5x6 6-6-10 6-6-10 12-10-13 6-4-2 18-2-0 5-3-3 -1-0-0 1-0-0 6-6-10 6-6-10 12-10-13 6-4-2 18-2-0 5-3-3 1-3-012-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [5:0-6-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.62 0.33 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.11 0.01 (loc) 8-9 9-11 7 l/defl >999 >999 n/a L/d 240 180 n/a 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 No.2 *Except* 4-9,4-8,2-9: 2x3 SPF No.2, 2-11: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Structural wood sheathing directly applied or 8-3-4 oc bracing. WEBS 1 Row at midpt 6-7, 4-8, 5-7 REACTIONS.(lb/size) 7=866/Mechanical, 11=870/0-3-8 Max Horz 11=336(LC 6) Max Uplift7=-99(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-889/37, 3-12=-773/45, 3-4=-668/72, 4-13=-506/117, 5-13=-370/161, 2-11=-816/96 BOT CHORD 10-11=-508/250, 9-10=-508/250, 9-16=-272/594, 8-16=-272/594, 8-17=-172/290, 7-17=-172/290 WEBS 4-8=-435/140, 5-8=-43/554, 5-7=-713/198, 2-9=0/446 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-10-13, Exterior(2) 12-10-13 to 17-1-11 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T14 Truss Type Common Qty 3 Ply 1 200 West Clay Northlake Job Reference (optional) I32937685 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-C9YqUum3QaC3dNfurA3wXzFz96Z3jAWlyqhBJFzU1AN Scale = 1:39.8 1 2 3 4 5 6 7 8 9 10 19 20 21 22 6x8 3x6 5x12 4x6 2x4 2x4 6x8 3x6 11-1-8 11-1-8 22-3-0 11-1-8 -1-0-0 1-0-0 5-8-8 5-8-8 11-1-8 5-5-0 16-6-8 5-5-0 22-3-0 5-8-8 23-3-0 1-0-0 0-9-04-5-80-9-04.00 12 Plate Offsets (X,Y)-- [10:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.57 0.80 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.51 0.07 (loc) 10-17 10-17 8 l/defl >999 >524 n/a L/d 240 180 n/a PLATES MT20 Weight: 70 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-5 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=950/0-3-8, 8=950/0-3-8 Max Horz 2=34(LC 8) Max Uplift2=-12(LC 9), 8=-12(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-844/0, 3-19=-1728/89, 4-19=-1713/105, 4-20=-1362/46, 5-20=-1311/58, 5-21=-1311/58, 6-21=-1362/46, 6-22=-1713/105, 7-22=-1728/89, 7-8=-844/0 BOT CHORD 2-10=-46/1591, 8-10=-55/1591 WEBS 5-10=0/550, 6-10=-426/100, 4-10=-426/100 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-1-8, Exterior(2) 11-1-8 to 14-1-8 zone; cantilever left and right exposed ; 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) 2, 8. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T15 Truss Type Common Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937686 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:06 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-C9YqUum3QaC3dNfurA3wXzFz56Z1j9PlyqhBJFzU1AN Scale = 1:39.0 1 2 3 4 5 6 7 8 9 18 19 20 21 6x8 3x6 5x12 4x6 2x4 2x4 6x8 3x6 11-1-8 11-1-8 22-3-0 11-1-8 5-8-8 5-8-8 11-1-8 5-5-0 16-6-8 5-5-0 22-3-0 5-8-8 23-3-0 1-0-0 0-9-04-5-80-9-04.00 12 Plate Offsets (X,Y)-- [9:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.57 0.80 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.51 0.07 (loc) 9-12 9-12 7 l/defl >999 >520 n/a L/d 240 180 n/a PLATES MT20 Weight: 69 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=889/0-3-8, 7=951/0-3-8 Max Horz 1=-35(LC 7) Max Uplift7=-12(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-870/0, 2-18=-1739/100, 3-18=-1666/117, 3-19=-1366/53, 4-19=-1315/64, 4-20=-1315/58, 5-20=-1366/46, 5-21=-1717/110, 6-21=-1732/94, 6-7=-843/0 BOT CHORD 1-9=-58/1602, 7-9=-60/1594 WEBS 4-9=0/551, 5-9=-426/99, 3-9=-434/100 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-1-8, Exterior(2) 11-1-8 to 14-1-8 zone; cantilever left and right exposed ; 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) 7. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T16 Truss Type Half Hip Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937687 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-gL6CiEnhBuKwEXE4Pta94BnFoW5YSiLvAURkshzU1AM Scale = 1:14.0 1 2 3 4 7 6 5 84x6 2x4 2x4 3x4 3x4 2x4 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 0-4-4 0-4-4 4-0-0 3-7-12 1-5-01-9-412.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.12 0.02 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=139/Mechanical, 7=221/0-3-8 Max Horz 7=54(LC 8) Max Uplift5=-21(LC 6), 7=-21(LC 9) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 3-10-12 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 5, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T17 Truss Type Half Hip Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937688 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-gL6CiEnhBuKwEXE4Pta94BnEQW4oSiKvAURkshzU1AM Scale = 1:18.1 1 2 3 4 7 6 5 4x6 2x4 2x4 3x4 3x4 3x6 1-0-4 1-0-4 4-0-0 2-11-12 -1-0-0 1-0-0 1-0-4 1-0-4 4-0-0 2-11-12 1-5-02-5-412.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.15 0.07 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=229/0-3-8, 5=139/Mechanical Max Horz 7=71(LC 6) Max Uplift7=-19(LC 9), 5=-29(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 3-10-12 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 7, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T18 Truss Type Half Hip Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937689 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:07 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-gL6CiEnhBuKwEXE4Pta94BnFoW5BSiGvAURkshzU1AM Scale = 1:22.2 1 2 3 4 7 6 5 4x6 2x4 2x4 3x4 3x4 3x6 1-8-4 1-8-4 4-0-0 2-3-12 -1-0-0 1-0-0 1-8-4 1-8-4 4-0-0 2-3-12 1-5-03-1-412.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.12 0.04 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=229/0-3-8, 5=139/Mechanical Max Horz 7=90(LC 6) Max Uplift7=-17(LC 9), 5=-38(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; 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. 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) 7, 5. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T19 Truss Type Half Hip Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937690 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-8XgbvaoJyBSnsgpHyb5OcOKPewRQB9N2P8AHO8zU1AL Scale = 1:26.3 1 2 3 4 7 6 5 8 4x6 2x4 2x4 3x4 3x4 3x6 2-4-4 2-4-4 4-0-0 1-7-12 -1-0-0 1-0-0 2-4-4 2-4-4 4-0-0 1-7-12 1-5-03-9-412.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.18 0.04 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=229/0-3-8, 5=139/Mechanical Max Horz 7=108(LC 6) Max Uplift7=-15(LC 9), 5=-49(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-4-4, Exterior(2) 2-4-4 to 3-10-12 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 7, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T20 Truss Type Half Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937691 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:08 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-8XgbvaoJyBSnsgpHyb5OcOKOZwQ_B952P8AHO8zU1AL Scale = 1:30.4 1 2 3 4 7 6 5 8 4x6 3x4 2x4 2x4 3x8 3x6 3-0-4 3-0-4 4-0-0 0-11-12 -1-0-0 1-0-0 3-0-4 3-0-4 4-0-0 0-11-12 1-5-04-5-412.00 12 Plate Offsets (X,Y)-- [3:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.25 0.07 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=139/Mechanical, 7=229/0-3-8 Max Horz 7=127(LC 6) Max Uplift5=-62(LC 6), 7=-11(LC 9) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-0-4, Exterior(2) 3-0-4 to 3-10-12 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 5, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T21 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937692 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-dkEz6voxjVaeUqOTWIcd9ctXeKekwW3BeowrwazU1AK Scale: 1/4"=1' 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 20 21 22 4x6 4x6 2x4 3x8 3x8 3x4 5x6 2x4 5x6 3x8 4-10-0 4-10-0 15-1-0 10-3-0 19-11-0 4-10-0 -1-0-0 1-0-0 4-10-0 4-10-0 9-11-8 5-1-8 15-1-0 5-1-8 19-11-0 4-10-0 20-11-0 1-0-0 1-5-06-3-01-5-06-3-012.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [3:0-4-4,0-1-12], [5:0-4-4,0-1-12], [6:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.36 0.61 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.61 0.02 (loc) 9-10 9-10 8 l/defl >824 >384 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-12,6-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 12=923/0-3-8, 8=923/0-3-8 Max Horz 12=-137(LC 7) Max Uplift12=-17(LC 9), 8=-17(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-924/35, 13-14=-905/51, 3-14=-818/75, 3-15=-580/99, 15-16=-580/99, 4-16=-580/99, 4-17=-580/99, 17-18=-580/99, 5-18=-580/99, 5-19=-818/75, 19-20=-905/51, 6-20=-924/35, 2-12=-936/91, 6-8=-936/92 BOT CHORD 10-21=-14/725, 21-22=-14/725, 9-22=-14/725 WEBS 3-10=0/345, 4-10=-259/74, 4-9=-259/74, 5-9=0/345, 2-10=0/554, 6-9=0/554 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-10-0, Exterior(2) 4-10-0 to 19-3-15, Interior(1) 19-3-15 to 20-11-0 zone; cantilever left and right exposed ; 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) 12, 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T22 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937693 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-dkEz6voxjVaeUqOTWIcd9ctRxKjiwXtBeowrwazU1AK Scale = 1:57.2 1 2 3 4 5 9 8 7 6 10 11 12 13 14 3x8 4x6 4x6 2x4 3x4 3x4 3x8 6x8 2-7-0 2-7-0 9-6-0 6-11-0 16-0-0 6-6-0 2-7-0 2-7-0 9-6-0 6-11-0 16-0-0 6-6-0 17-0-0 1-0-0 5-4-07-11-01-5-07-11-012.00 12 Plate Offsets (X,Y)-- [1:0-3-7,Edge], [2:0-4-4,0-1-12], [3:0-4-4,0-1-12], [4:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.72 0.29 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.12 0.01 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-9,4-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 9=724/Mechanical, 6=736/0-3-8 Max Horz 9=-199(LC 7) Max Uplift9=-8(LC 5), 6=-14(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-349/126, 2-10=-371/119, 10-11=-371/119, 11-12=-371/119, 3-12=-371/119, 3-13=-528/92, 4-13=-668/56, 1-9=-750/80, 4-6=-683/110 WEBS 1-8=-60/537, 4-7=-45/260 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 6-9-15, Interior(1) 6-9-15 to 9-6-0, Exterior(2) 9-6-0 to 13-8-15 zone; cantilever left and right exposed ; 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) 9, 6. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T23 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937694 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:09 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-dkEz6voxjVaeUqOTWIcd9ctTOKhQwYxBeowrwazU1AK Scale = 1:68.5 1 2 3 4 5 9 8 7 6 10 11 12 4x6 4x6 4x6 2x4 3x4 3x4 3x8 3x8 4-3-0 4-3-0 7-10-0 3-7-0 16-0-0 8-2-0 4-3-0 4-3-0 16-0-0 11-9-0 17-0-0 1-0-0 5-4-09-7-01-5-09-7-012.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-8], [2:0-4-4,0-1-12], [3:0-4-4,0-1-12], [4:0-2-0,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.63 0.44 0.27 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.27 0.01 (loc) 6-7 6-7 6 l/defl >999 >688 n/a L/d 240 180 n/a PLATES MT20 Weight: 86 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-9: 2x4 SPF-S Stud, 4-6: 2x6 SP No.1 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-8, 3-7 REACTIONS.(lb/size) 9=622/Mechanical, 6=702/0-3-8 Max Horz 9=-230(LC 7) Max Uplift6=-16(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-385/122, 2-10=-257/139, 2-3=-282/140, 3-11=-402/108, 11-12=-436/72, 4-12=-594/47, 1-9=-579/100, 4-6=-624/125 BOT CHORD 6-7=-142/315 WEBS 1-8=-33/318, 4-7=-168/302 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 4-3-0, Exterior(2) 4-3-0 to 7-10-0, Interior(1) 12-0-15 to 17-0-0 zone; cantilever left and right exposed ; 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. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 8) "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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T24 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937695 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-5woLKFpZUpiV5_zf407shpPb8jzOfzcLsRfOS0zU1AJ Scale = 1:87.0 1 2 3 4 5 8 7 6 9 10 11 12 13 14 5x8 4x6 2x4 3x4 3x8 3x4 4x8 5-11-0 5-11-0 6-0-8 0-1-8 6-2-0 0-1-8 16-0-0 9-10-0 5-11-0 5-11-0 6-0-8 0-1-8 6-2-0 0-1-8 10-11-4 4-9-4 16-0-0 5-0-12 17-0-0 1-0-0 5-4-011-3-01-5-012.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-7] 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.82 0.65 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.65 0.01 (loc) 6-7 6-7 6 l/defl >622 >288 n/a L/d 240 180 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 1-8,4-6: 2x4 SPF-S Stud, 2-7: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=670/Mechanical, 6=796/0-3-8 Max Horz 8=-259(LC 7) Max Uplift6=-14(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-497/83, 9-10=-378/94, 2-10=-371/119, 2-11=-377/150, 3-11=-486/112, 4-12=-376/98, 1-8=-659/83, 4-6=-404/145 BOT CHORD 7-13=0/384, 13-14=0/384, 6-14=0/384 WEBS 1-7=-27/340, 3-6=-300/24, 2-7=-76/264 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-0-8, Exterior(2) 6-0-8 to 10-3-7 zone; cantilever left and right exposed ; 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) 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) 6. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T25 Truss Type Common Qty 3 Ply 1 200 West Clay Northlake Job Reference (optional) I32937696 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:10 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-5woLKFpZUpiV5_zf407shpPb3jzOfzcLsRfOS0zU1AJ Scale = 1:87.3 1 2 3 4 5 8 7 6 9 10 11 12 13 2x4 4x6 3x4 5x6 3x8 3x4 4x8 0-0-1 6-0-8 6-0-8 16-0-0 9-11-8 6-0-8 6-0-8 10-10-8 4-10-0 16-0-0 5-1-8 17-0-0 1-0-0 5-4-011-4-81-5-012.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.83 0.65 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.66 0.01 (loc) 6-7 6-7 6 l/defl >613 >286 n/a L/d 240 180 n/a PLATES MT20 Weight: 83 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-7: 2x4 SPF No.2, 1-8,4-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 8=671/Mechanical, 6=797/0-3-8 Max Horz 8=-260(LC 7) Max Uplift6=-14(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-9=-499/93, 2-9=-372/117, 2-10=-379/147, 3-10=-487/109, 4-11=-383/100, 1-8=-660/78, 4-6=-411/147 BOT CHORD 7-12=0/383, 12-13=0/383, 6-13=0/383 WEBS 2-7=-77/267, 1-7=-28/339, 3-6=-293/28 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-0-8, Exterior(2) 6-0-8 to 9-0-8 zone; cantilever left and right exposed ; 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) 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) 6. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T26 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937697 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Z6LjXbqBF6qLj8Ysejf5E1yqI7OjOWeU55Px?SzU1AI Scale = 1:36.4 1 2 3 5 4 6 3x6 4x8 3x4 2x4 2-0-0 2-0-0 4-0-0 2-0-0 0-3-12 0-3-12 4-0-0 3-8-4 1-8-125-5-01-8-1212.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.54 0.26 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.03 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 3-4: 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 1-2. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=140/0-3-8, 4=150/Mechanical Max Horz 5=136(LC 8) Max Uplift5=-5(LC 5), 4=-76(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 0-3-12, Interior(1) 0-3-12 to 3-10-12 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 5, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T27 Truss Type Half Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937698 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Z6LjXbqBF6qLj8Ysejf5E1ypw7QEOQdU55Px?SzU1AI Scale = 1:71.9 1 2 3 6 5 4 7 8 9 5x6 2x4 3x4 2x4 3x6 3x4 4-0-0 4-0-0 8-0-0 4-0-0 7-3-10 7-3-10 8-0-0 0-8-6 3-6-09-7-010.00 12 Plate Offsets (X,Y)-- [2:0-4-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.63 0.16 0.39 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 53 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF 2100F 1.8E *Except* 2-3: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-4: 2x4 SPF No.2, 1-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 2-3. BOT CHORD Structural wood sheathing directly applied or 9-3-2 oc bracing. WEBS 1 Row at midpt 3-4, 2-4 REACTIONS.(lb/size) 4=377/0-3-8, 6=324/Mechanical Max Horz 6=253(LC 6) Max Uplift4=-132(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-301/83 BOT CHORD 5-6=-407/142 WEBS 2-4=-282/323, 1-5=-84/324 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-3-10, Exterior(2) 7-3-10 to 7-10-4 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) except (jt=lb) 4=132. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T28 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937699 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:11 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Z6LjXbqBF6qLj8Ysejf5E1ymg7MFOTtU55Px?SzU1AI Scale = 1:79.9 1 2 3 6 5 4 7 2x4 3x4 4x6 2x4 3x4 3x4 1-1-3 1-1-3 8-0-0 6-10-13 1-1-3 1-1-3 8-0-0 6-10-13 4-5-010-2-04-5-010.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.77 0.42 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 -0.00 (loc) 4-5 4-5 4 l/defl >999 >524 n/a L/d 240 180 n/a PLATES MT20 Weight: 47 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-4: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2. BOT CHORD Structural wood sheathing directly applied or 9-0-6 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS.(lb/size) 6=310/Mechanical, 4=310/0-3-8 Max Horz 6=263(LC 6) Max Uplift6=-21(LC 5), 4=-138(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-430/31, 2-7=-251/90 BOT CHORD 5-6=-411/178, 4-5=-330/171 WEBS 1-5=-16/429, 2-4=-158/280 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 1-1-3, Interior(1) 1-1-3 to 7-10-4 zone; cantilever left and right exposed ; 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) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 6 except (jt=lb) 4=138. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T29 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937700 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-1Jv5lxrp0QyCLI72BRAKmEV0IXh17yKeKl8VXvzU1AH Scale = 1:34.0 1 2 3 4 5 6 7 8 11 10 9 20 21 22 23 4x6 4x6 6x10 4x6 3x6 2x4 3x4 6x10 4x6 6-0-0 6-0-0 11-8-0 5-8-0 17-8-0 6-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 11-8-0 5-8-0 17-8-0 6-0-0 18-8-0 1-0-0 0-11-03-11-00-11-03-11-06.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-2-4] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.46 0.51 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.12 0.04 (loc) 9-11 9-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x6 SP No.1 1-6-0, Right 2x6 SP No.1 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-9 oc purlins, except 2-0-0 oc purlins (5-10-1 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=767/0-3-8, 7=767/0-3-8 Max Horz 2=-46(LC 7) Max Uplift2=-14(LC 9), 7=-14(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-20=-962/70, 4-20=-887/97, 4-21=-795/118, 21-22=-795/118, 5-22=-795/118, 5-23=-887/99, 6-23=-963/72 BOT CHORD 2-11=-9/792, 10-11=-8/795, 9-10=-8/795, 7-9=-16/793 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-0-0, Exterior(2) 6-0-0 to 15-10-15, Interior(1) 15-10-15 to 18-8-0 zone; cantilever left and right exposed ; 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T30 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937701 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:12 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-1Jv5lxrp0QyCLI72BRAKmEV1AXhX7y6eKl8VXvzU1AH Scale = 1:41.2 1 2 3 4 5 6 7 8 11 10 9 20 21 22 23 4x8 4x6 4x10 4x6 5x8 4x6 4x10 4x6 8-0-0 8-0-0 9-8-0 1-8-0 17-8-0 8-0-0 -1-0-0 1-0-0 8-0-0 8-0-0 9-8-0 1-8-0 17-8-0 8-0-0 18-8-0 1-0-0 0-11-04-11-00-11-04-11-06.00 12 Plate Offsets (X,Y)-- [2:0-7-1,Edge], [4:0-5-0,0-2-0], [7:0-7-1,Edge], [9:0-2-8,0-2-0], [10:0-4-0,0-0-4] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.40 0.48 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.04 (loc) 11-14 11-14 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 63 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x6 SP No.1 1-6-0, Right 2x6 SP No.1 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=767/0-3-8, 7=767/0-3-8 Max Horz 2=60(LC 8) Max Uplift2=-14(LC 9), 7=-14(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-288/188, 3-20=-896/54, 20-21=-823/67, 4-21=-799/90, 4-5=-717/117, 5-22=-800/90, 22-23=-823/67, 6-23=-897/53, 6-7=-286/190 BOT CHORD 2-11=0/714, 10-11=0/716, 9-10=0/716, 7-9=0/715 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-0-0, Exterior(2) 8-0-0 to 9-8-0, Interior(1) 13-10-15 to 18-8-0 zone; cantilever left and right exposed ; 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 7. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T31 Truss Type Common Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937702 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-VVTUyHrSnk43ySiEl8hZJS1AEx_TsO1nZPu23LzU1AG Scale = 1:41.4 1 2 3 4 5 6 7 8 17 18 19 20 21 22 6x10 4x6 5x12 4x6 6x10 4x6 8-10-0 8-10-0 17-8-0 8-10-0 -1-0-0 1-0-0 8-10-0 8-10-0 17-8-0 8-10-0 18-8-0 1-0-0 0-11-05-4-00-11-06.00 12 Plate Offsets (X,Y)-- [8:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.58 0.69 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.30 0.07 (loc) 8-11 8-11 2 l/defl >999 >696 n/a L/d 240 180 n/a PLATES MT20 Weight: 56 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x6 SP No.1 1-6-0, Right 2x6 SP No.1 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=864/0-3-8, 6=864/0-3-8 Max Horz 2=-65(LC 7) Max Uplift2=-14(LC 9), 6=-14(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-294/262, 3-17=-1062/38, 17-18=-955/56, 4-18=-933/78, 4-19=-933/78, 19-20=-955/56, 5-20=-1062/38, 5-6=-293/262 BOT CHORD 2-21=0/854, 8-21=0/854, 8-22=0/854, 6-22=0/854 WEBS 4-8=0/395 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-10-0, Exterior(2) 8-10-0 to 11-10-0 zone; cantilever left and right exposed ; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T32 Truss Type Common Qty 4 Ply 1 200 West Clay Northlake Job Reference (optional) I32937703 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:13 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-VVTUyHrSnk43ySiEl8hZJS195xyesO?nZPu23LzU1AG Scale = 1:41.1 1 2 3 4 5 6 15 16 17 18 19 20 6x10 4x6 6x10 4x6 5x12 4x6 8-10-0 8-10-0 17-8-0 8-10-0 8-10-0 8-10-0 17-8-0 8-10-0 0-11-05-4-00-11-06.00 12 Plate Offsets (X,Y)-- [6:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.58 0.81 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.31 0.08 (loc) 6-9 6-9 1 l/defl >999 >675 n/a L/d 240 180 n/a PLATES MT20 Weight: 54 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 SLIDER Left 2x6 SP No.1 1-6-0, Right 2x6 SP No.1 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-7 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=804/0-3-8, 5=804/0-3-8 Max Horz 1=-58(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-295/217, 2-15=-1071/52, 15-16=-965/61, 3-16=-941/84, 3-17=-941/84, 17-18=-965/61, 4-18=-1071/52, 4-5=-295/217 BOT CHORD 1-19=0/863, 6-19=0/863, 6-20=0/863, 5-20=0/863 WEBS 3-6=0/400 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 8-10-0, Exterior(2) 8-10-0 to 11-10-0 zone; cantilever left and right exposed ; 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) "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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T33 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937704 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-zh1sAds4X1CwabGRJrCosfaLjLNCbiGxn3dcbnzU1AF Scale = 1:92.3 1 2 3 4 5 6 13 12 11 10 9 8 7 14 15 16 17 18 19 20 21 22 4x6 4x8 4x8 4x6 4x6 2x4 3x6 4x6 4x8 2x4 2x4 4x8 3x4 1-4-13 1-4-13 7-11-14 6-7-1 14-6-14 6-7-1 19-5-8 4-10-10 25-9-0 6-3-8 1-4-13 1-4-13 7-11-14 6-7-1 14-6-14 6-7-1 19-5-8 4-10-10 25-9-0 6-3-8 6-3-07-5-011-5-136-2-157-5-010.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-12], [2:0-6-4,0-2-0], [4:0-4-4,0-1-12], [6:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.53 0.46 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.21 0.03 (loc) 9-11 9-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-8: 2x4 SPF No.2, 1-13,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, except end verticals, and 2-0-0 oc purlins (5-5-0 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-12, 4-11, 4-8, 1-13, 6-7 REACTIONS.(lb/size) 13=1233/Mechanical, 7=1238/0-3-8 Max Horz 13=-243(LC 7) Max Uplift13=-24(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-286/121, 2-14=-978/89, 3-14=-978/89, 3-15=-978/89, 15-16=-978/89, 4-16=-978/89, 4-17=-767/117, 5-17=-678/140, 5-18=-674/121, 6-18=-795/98, 1-13=-1292/29, 6-7=-1108/95 BOT CHORD 10-11=-121/1119, 10-20=-121/1119, 9-20=-121/1119, 9-21=-122/1115, 8-21=-122/1115 WEBS 2-12=-860/172, 2-11=-77/1100, 3-11=-456/136, 4-9=0/277, 4-8=-1046/103, 5-8=-58/566, 1-12=-70/1123, 6-8=-20/707 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 4-4-13, Interior(1) 4-4-13 to 19-5-8, Exterior(2) 19-5-8 to 22-5-8 zone; cantilever left and right exposed ; 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) 13. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T34 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937705 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:14 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-zh1sAds4X1CwabGRJrCosfaLLLLAbhKxn3dcbnzU1AF Scale = 1:90.9 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 20 2x4 4x6 5x6 4x6 5x6 5x8 3x4 3x6 4x6 3x8 6x6 3x8 5-11-6 5-11-6 9-9-10 3-10-3 16-11-11 7-2-2 25-9-0 8-9-5 5-11-6 5-11-6 9-9-10 3-10-3 16-11-11 7-2-2 19-5-8 2-5-13 25-9-0 6-3-8 6-2-89-5-011-5-136-2-159-5-010.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-1-12], [4:0-4-4,0-3-4], [8:0-2-8,0-3-0], [11:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.55 0.59 0.77 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.45 0.02 (loc) 7-8 7-8 7 l/defl >999 >680 n/a L/d 240 180 n/a PLATES MT20 Weight: 144 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 7-9: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 4-10,5-8,5-7: 2x4 SPF No.2, 6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-6 max.): 1-2, 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-12, 4-10, 4-8, 5-7 REACTIONS.(lb/size) 12=1131/Mechanical, 7=1292/0-3-8 Max Horz 12=243(LC 8) Max Uplift12=-1(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1077/105, 1-13=-891/74, 2-13=-891/74, 2-14=-1115/82, 3-14=-982/105, 3-15=-811/117, 15-16=-811/117, 4-16=-811/117, 4-5=-1170/185 BOT CHORD 10-11=-174/905, 9-10=-89/860, 9-18=-89/860, 8-18=-89/860, 8-19=-73/545, 19-20=-73/545, 7-20=-73/545 WEBS 1-11=-82/1265, 2-11=-808/133, 3-10=0/324, 4-8=-947/196, 5-8=-82/1460, 5-7=-1068/53 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 3-1-4, Interior(1) 3-1-4 to 9-9-10, Exterior(2) 9-9-10 to 12-9-10, Interior(1) 16-11-11 to 25-7-4 zone; cantilever left and right exposed ; 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) 12. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T35 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937706 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-RtbENztiILKnClrdtZj1Ot7WvkitKDQ40jN98EzU1AE Scale = 1:81.0 1 2 3 4 5 11 10 9 8 7 6 12 13 14 15 16 17 18 19 20 2x4 5x6 5x8 4x8 6x8 4x6 3x6 5x6 3x8 3x6 2x4 3-6-10 3-6-10 12-2-6 8-7-13 19-6-8 7-4-2 25-9-0 6-2-8 3-6-10 3-6-10 12-2-6 8-7-13 19-6-8 7-4-2 25-9-0 6-2-8 4-2-811-5-06-2-1511-5-010.00 12 Plate Offsets (X,Y)-- [3:0-4-12,0-1-12], [4:0-4-8,0-1-8], [5:0-2-12,0-1-8], [10:0-2-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.56 0.56 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.36 0.02 (loc) 8-10 8-10 6 l/defl >999 >842 n/a L/d 240 180 n/a PLATES MT20 Weight: 134 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 2-3: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-8,4-8,4-7: 2x4 SPF No.2, 5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-7-12 max.): 1-2, 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-8, 4-8, 4-7, 5-6 REACTIONS.(lb/size) 11=1086/Mechanical, 6=1233/0-3-8 Max Horz 11=246(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1073/55, 1-12=-875/56, 2-12=-875/56, 2-13=-1060/83, 3-13=-843/116, 3-14=-690/149, 14-15=-690/149, 15-16=-690/149, 16-17=-690/149, 4-17=-690/149, 4-18=-686/136, 5-18=-804/113, 5-6=-1118/100 BOT CHORD 9-10=-196/899, 8-9=-196/899, 8-19=-65/531, 7-19=-65/531 WEBS 1-10=-70/1344, 2-10=-892/149, 4-8=-46/336, 5-7=-24/722 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 3-1-4, Interior(1) 3-1-4 to 12-2-6, Exterior(2) 12-2-6 to 22-6-8, Interior(1) 22-6-8 to 25-7-4 zone; cantilever left and right exposed ; 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T36 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937707 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:15 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-RtbENztiILKnClrdtZj1Ot7VrkbQKA640jN98EzU1AE Scale = 1:92.4 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 1617 18 19 20 3x4 5x6 4x6 4x6 5x12 5x6 3x8 8x8 3x4 3x8 3x6 3x4 1-1-13 1-1-13 12-10-13 11-9-0 18-10-2 5-11-5 25-9-0 6-10-14 1-1-13 1-1-13 7-0-5 5-10-8 12-10-13 5-10-8 18-10-2 5-11-5 25-9-0 6-10-14 2-2-812-0-06-2-1512-0-010.00 12 Plate Offsets (X,Y)-- [1:Edge,0-1-8], [4:0-4-4,0-2-0], [5:0-7-12,0-1-0], [6:0-3-0,0-1-8] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.63 0.98 0.67 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.47 -0.98 0.02 (loc) 9-11 9-11 7 l/defl >655 >312 n/a L/d 240 180 n/a PLATES MT20 Weight: 137 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 10-12: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 4-9,5-9,5-8: 2x4 SPF No.2, 6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 4-5. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 3-11, 3-9, 5-9, 5-8, 6-7 REACTIONS.(lb/size) 12=1230/Mechanical, 7=1276/0-3-8 Max Horz 12=261(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1766/0, 1-13=-879/0, 2-13=-879/0, 2-3=-1298/35, 3-14=-1065/134, 4-14=-936/157, 4-15=-720/158, 5-15=-720/158, 5-16=-707/145, 16-17=-728/121, 6-17=-852/116, 6-7=-1127/105 BOT CHORD 11-12=-252/192, 11-18=-175/933, 10-18=-175/933, 9-10=-175/933, 9-19=-63/554, 8-19=-63/554 WEBS 1-11=0/1959, 2-11=-967/69, 3-9=-322/150, 4-9=-7/273, 5-9=-29/427, 5-8=-266/86, 6-8=-18/707 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; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 1-1-13, Interior(1) 1-1-13 to 12-10-13, Exterior(2) 12-10-13 to 21-10-2, Interior(1) 21-10-2 to 25-7-4 zone; cantilever left and right exposed ; 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T37 Truss Type Piggyback Base Qty 4 Ply 1 200 West Clay Northlake Job Reference (optional) I32937708 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-v49caJuK3fSepvQpQGEGx4ffq84B3j6DFN6iggzU1AD Scale = 1:87.1 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 20 21 3x6 4x6 5x6 3x4 3x6 3x6 3x6 3x4 4x8 4x6 3x4 3x8 6-6-10 6-6-10 12-10-13 6-4-2 18-10-2 5-11-5 25-9-0 6-10-14 6-6-10 6-6-10 12-10-13 6-4-2 18-10-2 5-11-5 25-9-0 6-10-14 1-3-012-0-06-2-1512-0-010.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [4:0-6-4,0-2-0], [6:0-2-12,0-1-8], [11:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.62 0.43 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.18 0.02 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 137 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-9,4-8,5-8: 2x4 SPF No.2, 1-12,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-9, 4-8, 5-8, 6-7 REACTIONS.(lb/size) 12=1160/0-3-8, 7=1238/0-3-8 Max Horz 12=263(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-1361/58, 2-13=-1246/61, 2-3=-1175/87, 3-14=-1022/132, 4-14=-885/176, 4-15=-540/176, 15-16=-540/176, 5-16=-540/176, 5-17=-704/152, 17-18=-713/123, 6-18=-828/119, 1-12=-1105/75, 6-7=-1097/110 BOT CHORD 11-19=-172/963, 10-19=-172/963, 9-10=-172/963, 9-20=-87/684, 8-20=-87/684 WEBS 3-9=-402/120, 4-9=-19/524, 4-8=-379/47, 1-11=0/839, 6-8=-22/685 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; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-10-13, Exterior(2) 12-10-13 to 23-1-0, Interior(1) 23-1-0 to 25-7-4 zone; cantilever left and right exposed ; 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T38 Truss Type Piggyback Base Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937709 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:16 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-v49caJuK3fSepvQpQGEGx4ffc8yr3fDDFN6iggzU1AD Scale = 1:86.8 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 20 21 2x4 5x6 4x6 4x6 5x12 5x6 3x8 6x8 3x6 3x8 3x6 3x4 2-7-3 2-7-3 12-10-13 10-3-10 18-10-2 5-11-5 25-9-0 6-10-14 2-7-3 2-7-3 7-9-0 5-1-13 12-10-13 5-1-13 18-10-2 5-11-5 25-9-0 6-10-14 3-5-012-0-06-2-1512-0-010.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-2-0], [5:0-7-12,0-1-0], [6:0-3-0,0-1-8] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.63 0.90 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.82 0.03 (loc) 9-11 9-11 7 l/defl >762 >372 n/a L/d 240 180 n/a PLATES MT20 Weight: 140 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-9,5-9,5-8: 2x4 SPF No.2, 6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except end verticals, and 2-0-0 oc purlins (5-11-4 max.): 1-2, 4-5. BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 3-9, 5-9, 5-8, 6-7 REACTIONS.(lb/size) 12=1215/Mechanical, 7=1277/0-3-8 Max Horz 12=259(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1346/15, 1-13=-980/9, 2-13=-980/9, 2-3=-1398/94, 3-14=-1042/123, 4-14=-932/159, 4-15=-717/154, 5-15=-717/154, 5-16=-709/142, 16-17=-730/117, 6-17=-854/113, 6-7=-1129/105 BOT CHORD 11-18=-159/905, 10-18=-159/905, 10-19=-159/905, 9-19=-159/905, 9-20=-63/555, 8-20=-63/555 WEBS 1-11=-3/1614, 2-11=-1052/92, 3-9=-331/145, 4-9=-16/295, 5-9=-32/417, 5-8=-259/89, 6-8=-18/710 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; B=45ft; L=26ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 2-7-3, Interior(1) 2-7-3 to 12-10-13, Exterior(2) 12-10-13 to 21-10-2, Interior(1) 21-10-2 to 25-7-4 zone; cantilever left and right exposed ; 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T39 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937710 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-OGj_ofuyqyaVR3??__lVTICoDYOho61NT1sGC6zU1AC Scale = 1:91.0 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 1617 1819 20 21 22 2x4 4x6 5x6 4x6 4x8 4x6 5x6 3x6 4x6 3x8 3x4 3x8 5-0-0 5-0-0 11-11-6 6-11-6 17-9-14 5-10-8 25-9-0 7-11-2 5-0-0 5-0-0 11-11-6 6-11-6 17-9-14 5-10-8 18-9-11 0-11-13 25-9-0 6-11-5 5-5-011-2-812-0-56-2-1511-2-810.00 12 Plate Offsets (X,Y)-- [4:0-5-4,0-2-4], [6:0-3-0,0-1-12], [11:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.70 0.48 0.52 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.28 0.02 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 149 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 3-9,4-9,4-8,5-8: 2x4 SPF No.2, 6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-15 oc purlins, except end verticals, and 2-0-0 oc purlins (5-10-1 max.): 1-2, 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-9, 4-8, 6-7 REACTIONS.(lb/size) 12=1081/Mechanical, 7=1219/0-3-8 Max Horz 12=-242(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1042/84, 1-13=-865/63, 2-13=-865/63, 2-14=-1016/89, 3-14=-864/115, 3-15=-682/138, 15-16=-682/138, 16-17=-682/138, 4-17=-682/138, 4-5=-691/155, 5-18=-691/129, 18-19=-714/103, 6-19=-837/99, 6-7=-1063/103 BOT CHORD 10-11=-177/881, 9-10=-177/881, 9-20=-65/598, 20-21=-65/598, 8-21=-65/598 WEBS 1-11=-74/1256, 2-11=-795/142, 2-9=-255/103, 4-8=-782/102, 5-8=-57/697, 6-8=-20/668 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 3-1-4, Interior(1) 3-1-4 to 11-11-6, Exterior(2) 11-11-6 to 14-11-6, Interior(1) 17-9-14 to 25-7-4 zone; cantilever left and right exposed ; 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T40 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937711 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:17 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-OGj_ofuyqyaVR3??__lVTICoEYJ7o28NT1sGC6zU1AC Scale: 1/8"=1' 1 2 3 4 5 6 7 14 13 12 11 10 9 8 15 16 17 18 1920 21 22 23 24 4x6 4x8 5x6 4x6 4x8 5x8 3x6 2x4 3x6 4x6 4x6 4x8 6x6 4x8 1-4-13 1-4-13 7-4-13 6-0-0 9-6-10 2-1-13 15-5-2 5-10-8 25-9-0 10-3-14 1-4-13 1-4-13 7-4-13 6-0-0 9-6-10 2-1-13 15-5-2 5-10-8 18-9-11 3-4-10 25-9-0 6-11-5 6-3-07-5-09-2-812-0-56-2-159-2-810.00 12 Plate Offsets (X,Y)-- [1:0-3-0,0-1-12], [2:0-6-4,0-2-0], [4:0-4-4,0-2-0], [5:0-4-4,0-2-4], [9:0-2-8,0-3-0], [12:0-2-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.77 0.77 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.46 -0.86 0.02 (loc) 8-9 8-9 8 l/defl >661 >354 n/a L/d 240 180 n/a PLATES MT20 Weight: 159 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 8-10: 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 5-11,6-9,6-8: 2x4 SPF No.2, 1-14,7-8: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals, and 2-0-0 oc purlins (5-5-14 max.): 2-3, 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-13, 5-11, 5-9, 1-14, 6-8 REACTIONS.(lb/size) 14=1242/Mechanical, 8=1308/0-3-8 Max Horz 14=-252(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-277/121, 2-15=-906/88, 3-15=-906/88, 3-4=-1109/125, 4-16=-831/116, 16-17=-831/116, 5-17=-831/116, 5-18=-1299/164, 6-18=-1223/187, 1-14=-1279/37 BOT CHORD 11-12=-157/915, 10-11=-95/955, 10-22=-95/955, 9-22=-95/955, 9-23=-74/554, 23-24=-74/554, 8-24=-74/554 WEBS 2-13=-898/178, 2-12=-77/1056, 3-12=-637/119, 3-11=-302/83, 4-11=-12/430, 5-11=-254/32, 5-9=-861/209, 6-9=-83/1452, 1-13=-80/1126, 6-8=-1020/54 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 4-4-13, Interior(1) 4-4-13 to 9-6-10, Exterior(2) 9-6-10 to 12-6-10, Interior(1) 15-5-2 to 25-7-4 zone; cantilever left and right exposed ; 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T41 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937712 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-sSGN?_vabGiM3DaCYhHk0Vl?MyhbXV9WihbpkYzU1AB Scale: 1/8"=1' 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 1617 18 19 20 4x6 4x6 4x6 4x6 5x6 3x4 3x8 6x8 3x4 3x4 3x4 3x8 1-1-13 1-1-13 13-0-5 11-10-8 18-9-11 5-9-6 25-9-0 6-11-5 1-1-13 1-1-13 7-1-1 5-11-4 13-0-5 5-11-4 18-9-11 5-9-6 25-9-0 6-11-5 6-3-07-2-812-0-56-2-157-2-810.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [2:0-4-4,0-2-0], [6:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.62 0.69 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.44 -0.91 0.03 (loc) 9-11 9-11 7 l/defl >691 >336 n/a L/d 240 180 n/a PLATES MT20 Weight: 133 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x3 SPF No.2 *Except* 5-8: 2x4 SPF No.2, 1-12,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-9 oc purlins, except end verticals, and 2-0-0 oc purlins (5-0-9 max.): 2-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 4-8, 1-12, 6-7 REACTIONS.(lb/size) 12=1222/Mechanical, 7=1232/0-3-8 Max Horz 12=-252(LC 7) Max Uplift12=-25(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-341/100, 2-13=-264/75, 3-13=-264/75, 3-14=-1205/62, 4-14=-1205/62, 4-15=-787/115, 5-15=-680/139, 5-16=-664/121, 16-17=-685/96, 6-17=-810/92, 1-12=-1620/0, 6-7=-1079/98 BOT CHORD 11-18=-168/906, 10-18=-168/906, 9-10=-168/906, 9-19=-118/1204, 8-19=-118/1204 WEBS 3-11=-996/128, 3-9=0/464, 4-8=-1056/89, 5-8=-43/521, 1-11=0/1422, 6-8=-14/672 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 4-1-13, Interior(1) 4-1-13 to 18-9-11, Exterior(2) 18-9-11 to 21-9-11 zone; cantilever left and right exposed ; 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) 12. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T42 Truss Type Roof Special Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937713 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:18 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-sSGN?_vabGiM3DaCYhHk0Vl_NyciXTlWihbpkYzU1AB Scale = 1:91.0 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 17 4x6 2x4 5x8 4x6 5x6 3x6 3x6 3x6 3x4 3x8 10-7-8 10-7-8 18-9-11 8-2-3 25-9-0 6-11-5 5-5-8 5-5-8 10-7-8 5-2-0 18-9-11 8-2-3 25-9-0 6-11-5 5-2-812-0-56-2-155-2-810.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-1-12], [9:0-2-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.68 1.00 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.90 0.04 (loc) 9-10 9-10 6 l/defl >867 >338 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-7: 2x4 SPF No.2, 5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-14 max.): 1-3. BOT CHORD Structural wood sheathing directly applied. WEBS 1 Row at midpt 2-10, 3-7, 5-6 REACTIONS.(lb/size) 10=1094/Mechanical, 6=1137/0-3-8 Max Horz 10=254(LC 8) Max Uplift10=-16(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1430/35, 3-12=-775/92, 4-12=-577/125, 4-13=-596/123, 13-14=-624/97, 5-14=-742/94, 5-6=-989/91 BOT CHORD 10-15=-189/923, 15-16=-189/923, 9-16=-189/923, 8-9=-141/1435, 7-8=-141/1435 WEBS 2-10=-1219/113, 2-9=0/706, 3-7=-1115/94, 4-7=-13/419, 5-7=-14/611 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-4 to 3-1-4, Interior(1) 3-1-4 to 18-9-11, Exterior(2) 18-9-11 to 21-9-11 zone; cantilever left and right exposed ; 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) 10. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T43 Truss Type Common Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937714 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-KfqlDKwCMaqDgN9O6PozZjHBWM62G3UgxLLNH?zU1AA Scale = 1:91.0 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 3x6 4x6 5x6 3x4 3x6 3x6 3x4 4x6 3x4 3x8 6-6-14 6-6-14 12-11-3 6-4-6 19-10-8 6-11-5 6-6-14 6-6-14 12-11-3 6-4-6 19-10-8 6-11-5 1-3-012-0-56-2-1510.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-1-8], [5:0-3-0,0-1-8] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.52 0.36 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 96 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-7: 2x4 SPF No.2, 1-10,5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7, 5-6 REACTIONS.(lb/size) 10=853/0-3-8, 6=921/0-3-8 Max Horz 10=262(LC 8) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-958/40, 2-11=-843/42, 2-3=-817/69, 3-12=-591/110, 4-12=-458/154, 4-13=-438/132, 13-14=-458/108, 5-14=-584/103, 1-10=-798/62, 5-6=-781/93 BOT CHORD 8-15=-145/652, 7-15=-145/652 WEBS 3-7=-442/117, 4-7=-65/274, 1-8=0/529, 5-7=-12/440 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-11-3, Exterior(2) 12-11-3 to 15-11-3 zone; cantilever left and right exposed ; 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) "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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T44 Truss Type Common Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937715 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:19 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-KfqlDKwCMaqDgN9O6PozZjH9cM63G3agxLLNH?zU1AA Scale = 1:91.0 12 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 3x6 4x6 5x6 3x4 3x6 3x6 3x4 5x6 3x4 3x8 6-6-14 6-6-14 12-11-3 6-4-6 19-10-8 6-11-5 -1-0-0 1-0-0 6-6-14 6-6-14 12-11-3 6-4-6 19-10-8 6-11-5 1-3-012-0-56-2-1510.00 12 Plate Offsets (X,Y)-- [2:0-2-12,0-1-8], [6:0-3-0,0-1-8] 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 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.65 0.36 0.32 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 0.01 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 98 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 5-8: 2x4 SPF No.2, 2-11,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-15 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 6-7 REACTIONS.(lb/size) 11=924/0-3-8, 7=919/0-3-8 Max Horz 11=273(LC 8) Max Uplift11=-12(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-958/34, 3-12=-840/43, 3-4=-736/70, 4-13=-587/129, 5-13=-457/152, 5-14=-436/131, 14-15=-457/107, 6-15=-582/102, 2-11=-869/95, 6-7=-779/93 BOT CHORD 10-11=-276/262, 9-10=-276/262, 9-16=-144/645, 8-16=-144/645 WEBS 4-8=-434/116, 5-8=-61/272, 2-9=0/490, 6-8=-12/438 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 12-11-3, Exterior(2) 12-11-3 to 15-11-3 zone; cantilever left and right exposed ; 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T45 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937716 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-orO7Qgxr7ty4IWkaf6JC5wqHLlTk?V2pA?4wpRzU1A9 Scale = 1:79.1 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 4x6 4x6 2x4 3x6 3x6 3x4 3x4 4x6 4x6 2x4 3x8 5-7-4 5-7-4 11-0-0 5-4-12 14-10-6 3-10-6 19-10-8 5-0-2 -1-0-0 1-0-0 5-7-4 5-7-4 11-0-0 5-4-12 14-10-6 3-10-6 19-10-8 5-0-2 1-3-010-5-06-2-1510-5-010.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [4:0-4-4,0-2-0], [5:0-4-4,0-2-0], [6:0-2-12,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.84 0.26 0.44 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.01 (loc) 8-9 9-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 108 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 4-8: 2x4 SPF No.2, 2-12,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-8, 5-8 REACTIONS.(lb/size) 12=888/0-3-8, 7=836/0-3-8 Max Horz 12=247(LC 8) Max Uplift12=-12(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-905/48, 3-13=-716/76, 3-14=-662/112, 4-14=-546/150, 4-15=-324/153, 5-15=-324/153, 5-16=-397/143, 16-17=-423/125, 6-17=-513/109, 2-12=-836/99, 6-7=-793/103 BOT CHORD 11-12=-264/213, 10-11=-264/213, 9-10=-173/619, 9-18=-98/421, 8-18=-98/421 WEBS 3-9=-290/107, 4-9=-29/358, 4-8=-315/59, 2-10=0/516, 6-8=-44/495 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 14-10-6, Interior(1) 19-1-5 to 19-8-12 zone; cantilever left and right exposed ; 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) 12. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T46 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937717 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-orO7Qgxr7ty4IWkaf6JC5wqIYlQ2?XqpA?4wpRzU1A9 Scale = 1:62.4 1 2 3 4 9 8 7 6 5 10 11 12 13 14 6x6 6x10 4x6 3x4 3x8 3x4 2x4 4x8 4x6 9-0-0 9-0-0 16-10-6 7-10-6 19-10-8 3-0-2 9-0-0 9-0-0 16-10-6 7-10-6 19-10-8 3-0-2 1-3-08-9-06-2-158-9-010.00 12 Plate Offsets (X,Y)-- [2:0-6-8,0-1-8], [4:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.83 0.50 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.38 0.01 (loc) 7-9 7-9 5 l/defl >999 >622 n/a L/d 240 180 n/a PLATES MT20 Weight: 95 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-2: 2x4 SPF 2100F 1.8E BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-6,1-9: 2x4 SPF No.2, 4-5: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 2-6, 3-6 REACTIONS.(lb/size) 9=857/0-3-8, 5=879/0-3-8 Max Horz 9=207(LC 8) Max Uplift5=-4(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-926/44, 10-11=-756/55, 2-11=-748/89, 2-12=-297/127, 12-13=-297/127, 3-13=-297/127, 3-4=-404/134, 1-9=-784/87, 4-5=-896/84 BOT CHORD 8-9=-316/288, 7-8=-316/288, 7-14=-125/583, 6-14=-125/583 WEBS 2-7=0/352, 2-6=-435/70, 1-7=-40/352, 4-6=-69/676 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-0-0, Exterior(2) 9-0-0 to 19-8-12 zone; cantilever left and right exposed ; 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) The Fabrication Tolerance at joint 1 = 4% 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T47 Truss Type Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937718 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:20 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-orO7Qgxr7ty4IWkaf6JC5wqFplRS?QypA?4wpRzU1A9 Scale = 1:56.9 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 18 19 4x6 4x6 4x6 3x4 3x6 3x4 2x4 4x8 4x6 6x8 2x4 7-0-0 7-0-0 12-11-3 5-11-3 18-10-6 5-11-3 19-10-8 1-0-2 -1-0-0 1-0-0 7-0-0 7-0-0 12-11-3 5-11-3 18-10-6 5-11-3 19-10-8 1-0-2 1-3-07-1-06-2-157-1-010.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [3:0-4-4,0-2-0], [5:0-4-4,0-2-0], [6:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 1.00 0.41 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 0.01 (loc) 10-12 10-12 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 97 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-12,6-7: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-10 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 9-10-14 oc bracing. WEBS 1 Row at midpt 3-9, 6-7 REACTIONS.(lb/size) 12=925/0-3-8, 7=911/0-3-8 Max Horz 12=190(LC 8) Max Uplift12=-12(LC 9), 7=-52(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-945/37, 13-14=-844/52, 3-14=-800/85, 3-15=-621/116, 4-15=-621/116, 4-16=-621/116, 5-16=-621/116, 2-12=-863/111, 6-7=-946/62 BOT CHORD 11-12=-349/243, 10-11=-349/243, 10-17=-151/615, 9-17=-151/615 WEBS 4-9=-414/121, 5-9=-89/752, 5-8=-671/205, 2-10=0/420, 6-8=-75/855 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-0-0, Exterior(2) 7-0-0 to 19-8-12 zone; cantilever left and right exposed ; 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) The Fabrication Tolerance at joint 2 = 16% 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 7. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss T48 Truss Type Half Hip Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937719 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:21 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-G1yVe0yTuB5xwgJnDqqRe8NWL9nZkznyOfqTLtzU1A8 Scale = 1:43.2 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 4x6 2x4 2x4 3x6 3x4 2x4 4x8 3x6 4x6 5-0-0 5-0-0 12-5-4 7-5-4 19-10-8 7-5-4 -1-0-0 1-0-0 5-0-0 5-0-0 12-5-4 7-5-4 19-10-8 7-5-4 1-3-05-5-010.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-8], [3:0-4-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.63 0.42 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.21 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 79 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x3 SPF No.2 *Except* 2-10: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-14 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=783/0-3-8, 10=856/0-3-8 Max Horz 10=152(LC 8) Max Uplift6=-62(LC 6), 10=-13(LC 9) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-863/41, 11-12=-791/52, 3-12=-769/75, 3-13=-791/104, 13-14=-791/104, 14-15=-791/104, 4-15=-791/104, 4-16=-791/104, 5-16=-791/104, 5-6=-720/104, 2-10=-815/99 BOT CHORD 9-10=-268/130, 8-9=-268/130, 7-8=-148/588 WEBS 3-7=-19/292, 4-7=-524/156, 5-7=-91/946, 2-8=0/509 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-0, Exterior(2) 5-0-0 to 9-2-15 zone; cantilever left and right exposed ; 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 10. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG01 Truss Type Piggyback Base Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937720 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-kEWtrMy5fVDoYquznXLgALvivZBaTHC6dJZ1tKzU1A7 Scale = 1:120.7 1 2 34 5 6 7 8 9 10 11 12 13 14 15 16 17 30 29 28 27 26 25 24 23 22 21 20 19 18 38 39 40 41 42 43 44 45 46 47 48 49 50 51 4x6 6x8 4x6 6x8 6x8 6x6 5x8 4x6 6x8 4x6 3x6 4x6 4x6 4x6 6x8 2x4 6x8 3x6 2x4 5x8 4x6 4x6 4x6 3x6 4x6 6x8 5x8 6x8 4-5-8 4-5-8 8-7-7 4-2-0 12-9-7 4-2-0 18-8-13 5-11-6 24-8-2 5-11-6 30-7-8 5-11-6 36-1-9 5-6-1 42-0-4 5-10-12 47-11-0 5-10-12 54-11-0 7-0-0 58-11-0 4-0-0 -1-0-0 1-0-0 4-5-8 4-5-8 8-7-7 4-2-0 12-9-7 4-2-0 18-8-13 5-11-6 24-8-2 5-11-6 30-7-8 5-11-6 36-1-9 5-6-1 42-0-4 5-10-12 47-11-0 5-10-12 54-11-0 7-0-0 58-11-0 4-0-0 59-11-0 1-0-0 1-3-02-1-011-10-140-9-011-10-1410.00 12 4.00 12 Plate Offsets (X,Y)-- [7:0-5-4,0-3-0], [12:0-5-4,0-3-0], [14:0-5-4,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.52 0.18 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.24 -0.01 (loc) 18-19 18-19 23 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 518 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SP No.1 BOT CHORD 2x8 SP 2400F 2.0E WEBS 2x4 SPF-S Stud *Except* 6-28,7-28,7-26,8-26,9-25,11-23,12-22,13-22: 2x4 SPF No.2 9-26,9-23,12-23: 2x4 SPF 2100F 1.8E SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-4 oc purlins, except 2-0-0 oc purlins (5-9-0 max.): 7-12, 14-15. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-28, 7-26, 8-26, 9-23, 11-23, 12-23, 13-22, 14-21 REACTIONS.(lb/size) 2=618/0-3-8, 23=4715/0-3-0 (req. 0-3-14), 16=887/0-3-8 Max Horz 2=-218(LC 5) Max Uplift2=-103(LC 17), 16=-13(LC 7) Max Grav 2=827(LC 11), 23=4715(LC 1), 16=891(LC 12) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-487/44, 3-4=-845/141, 4-5=-687/173, 5-6=-612/202, 6-7=-461/263, 7-8=-19/440, 8-38=-19/440, 9-38=-19/440, 9-10=0/2101, 10-11=0/2101, 11-39=0/2101, 12-39=0/2101, 12-13=0/1612, 13-14=0/859, 14-40=-1624/0, 40-41=-1624/0, 41-42=-1624/0, 15-42=-1624/0, 15-16=-1718/0 BOT CHORD 2-30=-182/589, 29-30=-182/589, 28-29=-208/471, 27-28=-232/296, 27-43=-232/296, 26-43=-232/296, 26-44=-1120/46, 25-44=-1120/46, 25-45=-1120/46, 24-45=-1120/46, 23-24=-1120/46, 23-46=-1148/63, 22-46=-1148/63, 22-47=-567/20, 21-47=-567/20, 20-21=0/1275, 19-20=0/1275, 19-48=0/1319, 48-49=0/1319, 49-50=0/1319, 18-50=0/1319, 18-51=0/1612, 16-51=0/1612 WEBS 6-29=0/295, 6-28=-389/83, 7-28=-18/516, 7-26=-851/0, 8-26=-385/66, 9-26=0/1595, 9-23=-2216/0, 11-23=-396/59, 12-23=-2186/0, 12-22=0/714, 13-22=-864/62, 13-21=0/742, 14-21=-1892/0, 14-19=0/500, 14-18=-50/332 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; B=45ft; L=59ft; eave=7ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) WARNING: Required bearing size at joint(s) 23 greater than input bearing size. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16 except (jt=lb) 2=103. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 34 lb up at 50-10-4, and 80 lb down and 34 lb up at 52-10-4, and 80 lb down and 36 lb up at 54-11-0 on top chord, and 396 lb down at 48-9-8, 31 lb down at 50-10-4, 31 lb down at 52-10-4, and 31 lb down at 54-10-4, and 124 lb down and 21 lb up at 56-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG01 Truss Type Piggyback Base Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937720 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:22 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-kEWtrMy5fVDoYquznXLgALvivZBaTHC6dJZ1tKzU1A7 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-60, 7-12=-60, 12-14=-60, 14-15=-60, 15-17=-60, 28-31=-20, 28-43=-60, 43-44=-20, 44-45=-60, 45-46=-20, 22-46=-60, 22-47=-20, 21-47=-60, 21-35=-20 Concentrated Loads (lb) Vert: 15=-40(B) 18=-22(B) 41=-40(B) 42=-40(B) 48=-396(B) 49=-22(B) 50=-22(B) 51=-124(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 200_WEST_CLAY_NORTHL~E Truss TG02 Truss Type Roof Special Girder Qty 1 Ply 2 200 West Clay Northlake Job Reference (optional) I32937721 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:22 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-kEWtrMy5fVDoYquznXLgALvq_ZBjTTn6dJZ1tKzU1A7 Scale: 3/4"=1' 1 2 3 4 7 6 5 8 2x4 4x6 2x4 4x6 3x4 3x4 1-6-0 1-6-0 4-0-0 2-6-0 -1-0-0 1-0-0 1-6-0 1-6-0 4-0-0 2-6-0 1-3-02-1-01-3-04.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.06 0.17 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 42 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 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 1-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=488/0-3-8, 5=416/Mechanical Max Horz 7=44(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-493/0, 2-3=-490/0 BOT CHORD 6-8=0/474, 5-8=0/474 WEBS 2-6=0/605, 3-5=-506/0 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) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; 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) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 539 lb down at 2-0-12 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: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=-539(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG03 Truss Type Half Hip Girder Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937722 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-CQ4G2izjQoLe9_T9LEsvjZS_QzZ6Cy4FszJaQmzU1A6 Scale = 1:11.8 1 2 3 4 6 5 2x4 4x6 3x8 2x4 4x10 4x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 4-0-0 2-0-0 0-9-01-5-04.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-14], [3:0-5-0,0-1-13] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.08 0.03 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 9 9 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=220/0-3-8, 5=144/Mechanical Max Horz 2=30(LC 14) Max Uplift2=-23(LC 7), 5=-9(LC 4) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 2, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 20 lb down and 40 lb up at 2-0-0 on top chord, and 5 lb down and 5 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=5(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG04 Truss Type Piggyback Base Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937723 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:23 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-CQ4G2izjQoLe9_T9LEsvjZSmdzQzCkwFszJaQmzU1A6 Scale = 1:92.4 1 2 3 4 5 6 7 13 12 11 10 9 8 17 18 19 20 21 22 23 24 25 26 6x16 4x6 3x4 8x8 5x10 MT18HS2x4 6x8 5x10 MT18HS 6x8 4x6 6x8 5x6 4-0-0 4-0-0 11-0-0 7-0-0 16-11-6 5-11-6 22-10-13 5-11-6 28-2-0 5-3-3 -1-0-0 1-0-0 4-0-0 4-0-0 11-0-0 7-0-0 16-11-6 5-11-6 22-10-13 5-11-6 28-2-0 5-3-3 0-9-02-1-012-0-04.00 12 10.00 12 Plate Offsets (X,Y)-- [2:Edge,0-4-8], [3:0-5-8,0-3-0], [5:0-1-8,0-1-12], [6:0-4-4,0-2-0], [10:0-3-8,0-2-4], [12:0-3-8,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.97 0.61 0.94 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.93 0.08 (loc) 12 12 8 l/defl >839 >360 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 185 lb FT = 20% GRIP 169/123 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x6 SP No.1 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 3-13,4-12,5-10: 2x4 SPF-S Stud WEDGE Left: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins, except end verticals, and 2-0-0 oc purlins (2-1-6 max.): 3-4, 6-7. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-9 2 Rows at 1/3 pts 7-8, 4-10 REACTIONS.(lb/size) 8=1520/Mechanical, 2=1786/0-3-8 Max Horz 2=326(LC 6) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3863/0, 3-17=-6733/0, 17-18=-6734/0, 18-19=-6734/0, 4-19=-6735/0, 4-5=-2221/0, 5-6=-834/77, 6-20=-540/92, 7-20=-540/92, 7-8=-1394/20 BOT CHORD 2-21=0/3623, 13-21=0/3623, 13-22=0/3633, 22-23=0/3633, 23-24=0/3633, 12-24=0/3633, 11-12=0/6774, 10-11=0/6774, 10-25=0/1652, 9-25=0/1652 WEBS 3-13=0/252, 3-12=0/3195, 4-12=-454/103, 4-10=-5318/0, 5-10=0/1720, 5-9=-1644/12, 7-9=0/1361 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; B=45ft; L=28ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Refer to girder(s) for truss to truss connections. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 80 lb down and 34 lb up at 4-0-0, 80 lb down and 34 lb up at 6-0-12, and 80 lb down and 34 lb up at 8-0-12, and 142 lb down and 21 lb up at 9-10-8 on top chord, and 124 lb down and 21 lb up at 2-0-12, 31 lb down at 4-0-12, 31 lb down at 6-0-12, and 31 lb down at 8-0-12, and 365 lb down at 9-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 6-7=-60, 10-14=-20, 10-25=-60, 25-26=-20, 8-26=-60 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG04 Truss Type Piggyback Base Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937723 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:23 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-CQ4G2izjQoLe9_T9LEsvjZSmdzQzCkwFszJaQmzU1A6 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-40(B) 13=-22(B) 17=-40(B) 18=-40(B) 19=-102(B) 21=-124(B) 22=-22(B) 23=-22(B) 24=-365(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 200_WEST_CLAY_NORTHL~E Truss TG05 Truss Type Common Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937724 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-gceeG2_LB6TVn81MuyN8Gm_2_NhExFJP4d28yCzU1A5 Scale = 1:39.8 1 2 3 4 5 6 7 815 16 17 18 19 20 21 22 23 24 6x8 8x8 4x6 2x4 2x4 6x8 11-1-8 11-1-8 22-3-0 11-1-8 -1-0-0 1-0-0 5-7-1 5-7-1 11-1-8 5-6-7 16-7-15 5-6-7 22-3-0 5-7-1 23-3-0 1-0-0 0-9-04-5-80-9-04.00 12 Plate Offsets (X,Y)-- [2:Edge,0-0-9], [6:Edge,0-0-9], [8:0-4-0,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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.54 0.87 0.68 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.39 0.04 (loc) 8-11 8-11 6 l/defl >999 >676 n/a L/d 240 180 n/a 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 WEDGE Left: 2x4 SPF-S Stud, Right: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-3 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=1604/0-3-8, 6=1604/0-3-8 Max Horz 2=34(LC 6) Max Uplift2=-260(LC 7), 6=-260(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3018/546, 3-4=-2533/486, 4-5=-2533/486, 5-6=-3018/546 BOT CHORD 2-15=-474/2832, 15-16=-474/2832, 16-17=-474/2832, 17-18=-474/2832, 18-19=-474/2832, 8-19=-474/2832, 8-20=-474/2832, 20-21=-474/2832, 21-22=-474/2832, 22-23=-474/2832, 23-24=-474/2832, 6-24=-474/2832 WEBS 4-8=-238/1235, 5-8=-550/105, 3-8=-550/105 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; 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) except (jt=lb) 2=260, 6=260. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 117 lb down and 25 lb up at 2-0-12, 119 lb down and 33 lb up at 3-1-8, 119 lb down and 41 lb up at 5-1-8, 119 lb down and 50 lb up at 7-1-8, 119 lb down and 61 lb up at 9-1-8, 119 lb down and 74 lb up at 11-1-8, 119 lb down and 61 lb up at 13-1-8, 119 lb down and 50 lb up at 15-1-8, 119 lb down and 41 lb up at 17-1-8, and 119 lb down and 33 lb up at 19-1-8, and 117 lb down and 25 lb up at 20-2-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 9-12=-20 Concentrated Loads (lb) Vert: 8=-119(F) 15=-117(F) 16=-119(F) 17=-119(F) 18=-119(F) 19=-119(F) 20=-119(F) 21=-119(F) 22=-119(F) 23=-119(F) 24=-117(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG06 Truss Type Half Hip Girder Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937725 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:24 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-gceeG2_LB6TVn81MuyN8Gm_7?NtoxPnP4d28yCzU1A5 Scale = 1:11.81 2 3 5 4 6 7 2x4 4x6 2x4 4x6 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 1-5-0LOADING (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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.22 0.06 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 20 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 2-0-0 oc purlins: 1-3, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 5=227/0-3-8, 4=137/Mechanical Max Horz 5=27(LC 4) Max Uplift5=-50(LC 3), 4=-13(LC 4) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 5, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 lb down and 17 lb up at 2-0-12 on top chord, and 1 lb down and 2 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 7=2(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG07 Truss Type Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937726 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-9pC0TO?zyQbMPIcYSfvOo_X99mC6glQYJHohUezU1A4 Scale = 1:38.2 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 4x8 4x8 2x4 4x6 3x6 3x12 2x4 3x6 3x6 2x4 3x6 3-2-0 3-2-0 9-11-8 6-9-8 16-9-0 6-9-8 19-11-0 3-2-0 -1-0-0 1-0-0 3-2-0 3-2-0 9-11-8 6-9-8 16-9-0 6-9-8 19-11-0 3-2-0 20-11-0 1-0-0 1-5-04-7-01-5-04-7-012.00 12 Plate Offsets (X,Y)-- [3:0-6-4,0-1-12], [5:0-6-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.77 0.19 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.10 0.01 (loc) 10 10-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 109 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 5-3-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-2-11 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 13=1231/0-3-8, 8=1231/0-3-8 Max Horz 13=105(LC 6) Max Uplift13=-242(LC 7), 8=-242(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1135/224, 3-14=-1413/278, 14-15=-1413/278, 15-16=-1413/278, 16-17=-1413/278, 4-17=-1413/278, 4-18=-1413/278, 18-19=-1413/278, 19-20=-1413/278, 20-21=-1413/278, 5-21=-1413/278, 5-6=-1135/224, 2-13=-1176/215, 6-8=-1176/215 BOT CHORD 12-23=-141/760, 11-23=-141/760, 11-24=-141/760, 24-25=-141/760, 10-25=-141/760, 10-26=-127/760, 26-27=-127/760, 27-28=-127/760, 9-28=-127/760 WEBS 3-10=-134/779, 4-10=-626/270, 5-10=-134/779, 2-12=-141/785, 6-9=-142/785 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=242, 8=242. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 71 lb up at 3-2-0, 70 lb down and 67 lb up at 4-11-8, 70 lb down and 67 lb up at 6-11-8, 70 lb down and 67 lb up at 8-11-8, 70 lb down and 67 lb up at 10-11-8, 70 lb down and 67 lb up at 12-11-8, and 70 lb down and 67 lb up at 14-11-8, and 63 lb down and 71 lb up at 16-9-0 on top chord, and 132 lb down and 95 lb up at 2-0-12, 33 lb down at 3-2-12, 33 lb down at 4-11-8, 33 lb down at 6-11-8, 33 lb down at 8-11-8, 33 lb down at 10-11-8, 33 lb down at 12-11-8, 33 lb down at 14-11-8, and 33 lb down at 16-8-4, and 132 lb down and 95 lb up at 17-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 5-6=-60, 6-7=-60, 8-13=-20 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG07 Truss Type Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937726 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:25 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-9pC0TO?zyQbMPIcYSfvOo_X99mC6glQYJHohUezU1A4 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-39(F) 5=-39(F) 12=-22(F) 9=-22(F) 14=-39(F) 15=-39(F) 17=-39(F) 18=-39(F) 20=-39(F) 21=-39(F) 22=-132(F) 23=-22(F) 24=-22(F) 25=-22(F) 26=-22(F) 27=-22(F) 28=-22(F) 29=-132(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. Job 200_WEST_CLAY_NORTHL~E Truss TG08 Truss Type Half Hip Girder Qty 4 Ply 1 200 West Clay Northlake Job Reference (optional) I32937727 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:25 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-9pC0TO?zyQbMPIcYSfvOo_XKQmEWgrVYJHohUezU1A4 Scale: 1/2"=1' 1 2 3 4 7 6 5 8 4x8 2x4 2x4 4x6 3x4 3x6 2-7-3 2-7-3 4-0-0 1-4-13 -1-0-0 1-0-0 2-7-3 2-7-3 4-0-0 1-4-13 1-3-03-5-010.00 12 Plate Offsets (X,Y)-- [3:0-6-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.11 0.03 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 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 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=241/0-3-8, 5=152/Mechanical Max Horz 7=94(LC 4) Max Uplift7=-63(LC 7), 5=-83(LC 4) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 7, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 91 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=-27(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG09 Truss Type Half Hip Girder Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937728 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-d?lOhj?bjjjD0RBk0NQdLB4VAAalPIliYxXE15zU1A3 Scale: 1/2"=1' 1 2 3 4 7 6 5 8 4x8 2x4 2x4 4x6 3x4 3x6 2-7-3 2-7-3 4-0-0 1-4-13 -1-0-0 1-0-0 2-7-3 2-7-3 4-0-0 1-4-13 1-3-03-5-010.00 12 Plate Offsets (X,Y)-- [3:0-6-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.11 0.03 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 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 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=241/0-3-8, 5=152/Mechanical Max Horz 7=94(LC 4) Max Uplift7=-63(LC 7), 5=-83(LC 4) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 7, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 91 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 8=-27(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG10 Truss Type Half Hip Girder Qty 6 Ply 1 200 West Clay Northlake Job Reference (optional) I32937729 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:26 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-d?lOhj?bjjjD0RBk0NQdLB4V9Aa3PIziYxXE15zU1A3 Scale = 1:21.3 1 2 3 4 6 5 7 3x4 2x4 2x4 4x6 3x6 1-6-0 1-6-0 2-0-0 0-6-0 -1-0-0 1-0-0 1-6-0 1-6-0 2-0-0 0-6-0 1-5-02-11-012.00 12 Plate Offsets (X,Y)-- [3:0-1-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.11 0.01 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 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 2-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 6=159/0-3-8, 5=41/Mechanical Max Horz 6=82(LC 6) Max Uplift6=-17(LC 7), 5=-81(LC 4) Max Grav 6=159(LC 1), 5=72(LC 15) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 5. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 lb down and 31 lb up at 1-10-4 on top chord, and 9 lb down and 18 lb up at 1-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-6=-20 Concentrated Loads (lb) Vert: 7=5(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG11 Truss Type Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937730 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-5BJmu30ET1r4ebmwa4xstPcYCauI8hArnbHoZXzU1A2 Scale = 1:34.9 1 2 3 4 5 6 10 9 8 7 11 12 13 14 15 16 17 18 4x8 4x6 2x4 2x4 3x4 3x6 3x6 3x8 3-2-0 3-2-0 9-9-0 6-7-0 12-11-0 3-2-0 -1-0-0 1-0-0 3-2-0 3-2-0 9-9-0 6-7-0 12-11-0 3-2-0 13-11-0 1-0-0 1-5-04-7-01-5-04-7-012.00 12 Plate Offsets (X,Y)-- [3:0-6-4,0-1-12], [4:0-4-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.61 0.14 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.00 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 74 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, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size) 10=859/0-3-8, 7=859/0-3-8 Max Horz 10=105(LC 6) Max Uplift10=-196(LC 7), 7=-196(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-738/173, 3-11=-492/150, 11-12=-492/150, 12-13=-492/150, 4-13=-492/150, 4-5=-737/171, 2-10=-795/165, 5-7=-794/163 BOT CHORD 9-15=-130/493, 15-16=-130/493, 16-17=-130/493, 8-17=-130/493 WEBS 2-9=-111/518, 5-8=-110/517 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=196, 7=196. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 71 lb up at 3-2-0, 70 lb down and 67 lb up at 4-5-8, 70 lb down and 67 lb up at 6-5-8, and 70 lb down and 67 lb up at 8-5-8, and 64 lb down and 71 lb up at 9-9-0 on top chord, and 132 lb down and 95 lb up at 2-0-12, 33 lb down at 3-2-12, 33 lb down at 4-5-8, 33 lb down at 6-5-8, 33 lb down at 8-5-8, and 33 lb down at 9-8-4, and 132 lb down and 95 lb up at 10-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 7-10=-20 Concentrated Loads (lb) Vert: 3=-39(F) 4=-39(F) 9=-22(F) 8=-22(F) 11=-39(F) 12=-39(F) 13=-39(F) 14=-132(F) 15=-22(F) 16=-22(F) 17=-22(F) 18=-132(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG12 Truss Type Hip Girder Qty 1 Ply 2 200 West Clay Northlake Job Reference (optional) I32937731 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:27 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-5BJmu30ET1r4ebmwa4xstPcZ?ao08dzrnbHoZXzU1A2 Scale = 1:44.4 1 2 3 4 5 9 8 7 610 11 12 13 4x8 4x6 3x6 3x4 3x8 6x6 8x8 3x8 4-7-8 4-7-8 8-3-8 3-8-0 12-11-0 4-7-8 -1-0-0 1-0-0 4-7-8 4-7-8 8-3-8 3-8-0 12-11-0 4-7-8 1-5-06-0-81-5-06-0-812.00 12 Plate Offsets (X,Y)-- [2:0-3-7,0-1-8], [3:0-6-4,0-1-12], [4:0-4-4,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.56 0.54 0.55 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.08 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 157 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* 2-9,5-6: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=2986/0-3-8, 6=4224/0-3-8 Max Horz 9=124(LC 6) Max Uplift9=-199(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3061/215, 3-4=-2269/28, 4-5=-3216/0, 2-9=-2771/193, 5-6=-2779/0 BOT CHORD 8-11=-147/2113, 7-11=-147/2113, 7-12=0/433, 12-13=0/433, 6-13=0/433 WEBS 3-8=-377/1630, 3-7=-129/374, 4-7=0/2021, 2-8=-114/1889, 5-7=-47/1805 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 0-6-0 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=199. 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. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1527 lb down and 342 lb up at 4-0-12, 1213 lb down and 36 lb up at 6-0-12, 1111 lb down and 13 lb up at 8-0-12, and 1066 lb down at 10-0-12, and 1213 lb down at 12-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 7=-1111(B) 10=-1527(B) 11=-1213(B) 12=-1066(B) 13=-1213(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG13 Truss Type Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937732 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-ZOt96P1sELzxGlL77oS5Qc9gv_Est8s_?F0L5zzU1A1 Scale = 1:34.8 1 2 3 4 5 6 10 9 8 7 11 12 13 14 15 16 17 18 5x12 4x6 2x4 2x4 3x4 4x6 3x8 3x8 3-2-0 3-2-0 10-9-0 7-7-0 13-11-0 3-2-0 -1-0-0 1-0-0 3-2-0 3-2-0 10-9-0 7-7-0 13-11-0 3-2-0 14-11-0 1-0-0 1-5-04-7-01-5-04-7-012.00 12 Plate Offsets (X,Y)-- [3:0-8-4,0-1-0], [5:0-3-7,0-1-8] 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.80 0.18 0.32 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.07 0.00 (loc) 8-9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 78 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 5-10-10 oc purlins, except end verticals, and 2-0-0 oc purlins (5-4-10 max.): 3-4. BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-8 REACTIONS.(lb/size) 10=900/0-3-8, 7=898/0-3-8 Max Horz 10=-105(LC 5) Max Uplift10=-197(LC 7), 7=-195(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-791/168, 3-11=-538/149, 11-12=-538/149, 12-13=-538/149, 4-13=-538/149, 4-5=-788/165, 2-10=-846/160, 5-7=-842/157 BOT CHORD 9-15=-120/541, 15-16=-120/541, 16-17=-120/541, 8-17=-120/541 WEBS 2-9=-119/585, 5-8=-118/581 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=197, 7=195. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 64 lb down and 71 lb up at 3-2-0, 70 lb down and 67 lb up at 4-10-8, 70 lb down and 67 lb up at 6-10-8, and 70 lb down and 67 lb up at 8-10-8, and 64 lb down and 71 lb up at 10-9-0 on top chord, and 132 lb down and 95 lb up at 2-0-12, 33 lb down at 3-2-12, 33 lb down at 4-10-8, 33 lb down at 6-10-8, 33 lb down at 8-10-8, and 33 lb down at 10-8-4, and 132 lb down and 95 lb up at 11-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 4-5=-60, 5-6=-60, 7-10=-20 Concentrated Loads (lb) Vert: 3=-39(F) 4=-39(F) 9=-22(F) 8=-22(F) 11=-39(F) 12=-39(F) 13=-39(F) 14=-132(F) 15=-22(F) 16=-22(F) 17=-22(F) 18=-132(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG14 Truss Type Hip Girder Qty 1 Ply 2 200 West Clay Northlake Job Reference (optional) I32937733 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:28 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-ZOt96P1sELzxGlL77oS5Qc9eo_7at3u_?F0L5zzU1A1 Scale = 1:44.4 1 2 3 4 5 9 8 7 610 11 12 13 14 15 4x6 4x8 4x6 3x6 3x6 8x8 8x8 4x6 4-7-8 4-7-8 9-3-8 4-8-0 13-11-0 4-7-8 4-7-8 4-7-8 9-3-8 4-8-0 13-11-0 4-7-8 14-11-0 1-0-0 1-5-06-0-81-5-06-0-812.00 12 Plate Offsets (X,Y)-- [2:0-6-4,0-1-12], [3:0-4-4,0-1-12], [4:0-3-0,0-1-12], [8:0-3-8,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.94 0.59 0.64 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.01 (loc) 8-9 8-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 164 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, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 9=3959/0-3-8, 6=3997/0-3-8 Max Horz 9=-124(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3667/0, 2-3=-2612/0, 3-4=-3690/0, 1-9=-3207/0, 4-6=-3289/0 BOT CHORD 9-10=-49/338, 10-11=-49/338, 8-11=-49/338, 8-12=0/2562, 12-13=0/2562, 7-13=0/2562, 7-14=-29/348, 14-15=-29/348, 6-15=-29/348 WEBS 2-8=0/2213, 2-7=-388/127, 3-7=0/2331, 1-8=0/2232, 4-7=0/2229 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 0-7-0 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1195 lb down at 2-0-12, 1061 lb down at 4-0-12, 1222 lb down at 6-0-12, 1202 lb down and 37 lb up at 8-0-12, and 1074 lb down and 28 lb up at 10-0-12, and 1043 lb down and 140 lb up at 11-10-4 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, 4-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 10=-1195(B) 11=-1061(B) 12=-1222(B) 13=-1202(B) 14=-1074(B) 15=-1043(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG15 Truss Type Roof Special Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937734 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-1aRXJl2U?e5otvwJhVzKzqiuTOTDcWJ8EvmudQzU1A0 Scale = 1:86.9 1 2 3 4 5 11 10 9 8 7 6 12 13 14 15 16 17 2x4 4x8 5x12 4x6 4x6 5x8 5x12 2x4 2x4 2x4 3x12 6-1-1 6-1-1 12-2-2 6-1-1 19-5-8 7-3-6 25-9-0 6-3-8 6-1-1 6-1-1 12-2-2 6-1-1 19-5-8 7-3-6 25-9-0 6-3-8 5-5-011-5-136-2-155-5-010.00 12 Plate Offsets (X,Y)-- [5:0-3-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.62 0.62 0.63 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.25 0.03 (loc) 8-10 8-10 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 162 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF No.2 *Except* 1-11,2-10,3-8,5-6: 2x4 SPF-S Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-5 oc purlins, except end verticals, and 2-0-0 oc purlins (4-1-10 max.): 1-3. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 1-11, 3-7, 5-6 REACTIONS.(lb/size) 11=1547/Mechanical, 6=1333/0-3-8 Max Horz 11=242(LC 6) Max Uplift11=-330(LC 3), 6=-84(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-1502/347, 1-12=-1563/329, 12-13=-1563/329, 2-13=-1563/329, 2-3=-1563/329, 3-4=-894/155, 4-5=-866/163, 5-6=-1203/115 BOT CHORD 10-16=-230/1996, 9-16=-230/1996, 8-9=-230/1996, 7-8=-230/1983 WEBS 1-10=-389/2026, 2-10=-489/244, 3-10=-562/0, 3-8=-15/467, 3-7=-1702/324, 4-7=-91/581, 5-7=-36/791 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) 6 except (jt=lb) 11=330. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 81 lb down and 83 lb up at 1-9-12, and 81 lb down and 83 lb up at 3-9-12, and 86 lb down and 83 lb up at 5-9-12 on top chord, and 33 lb down and 18 lb up at 1-9-12, 33 lb down and 18 lb up at 3-9-12, 34 lb down and 15 lb up at 5-9-12, and 130 lb down and 88 lb up at 7-9-12, and 433 lb down and 95 lb up at 9-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-5=-60, 11-17=-20, 6-17=-60 Concentrated Loads (lb) Vert: 9=-433(B) 10=-26(B) 2=-46(B) 12=-39(B) 13=-39(B) 14=-22(B) 15=-22(B) 16=-130(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG16 Truss Type Roof Special Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937735 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:29 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-1aRXJl2U?e5otvwJhVzKzqi_TOaYcdf8EvmudQzU1A0 Scale = 1:36.4 1 2 3 6 5 4 7 8 2x4 4x6 2x4 3x4 3x4 4x6 1-11-12 1-11-12 4-0-0 2-0-4 1-11-12 1-11-12 4-0-0 2-0-4 3-4-125-5-03-4-1212.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.24 0.16 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 31 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 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 1-2. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=440/0-3-8, 4=453/Mechanical Max Horz 6=129(LC 4) Max Uplift4=-83(LC 4) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-305/39 WEBS 1-5=-26/287, 2-4=-255/34 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 305 lb down at 1-0-12, and 292 lb down and 32 lb up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 7=-305(B) 8=-292(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG17 Truss Type Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937736 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:30 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Vm?vW536myDfV3VVFDUZV1E6OnpjL1WHTZVSAszU1A? Scale = 1:32.9 1 2 3 4 5 6 7 8 9 12 11 10 21 22 23 24 25 26 27 28 29 30 31 4x6 4x6 4x10 3x4 4x6 3x6 3x6 3x6 4x10 3x4 4-0-0 4-0-0 13-8-0 9-8-0 17-8-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 8-10-0 4-10-0 13-8-0 4-10-0 17-8-0 4-0-0 18-8-0 1-0-0 0-11-02-11-00-11-02-11-06.00 12 Plate Offsets (X,Y)-- [2:0-6-13,0-0-4], [8:0-6-13,0-0-4] 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.42 0.54 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.26 0.03 (loc) 10-12 10-12 8 l/defl >999 >809 n/a L/d 240 180 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0, Right 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-13 oc purlins, except 2-0-0 oc purlins (4-7-6 max.): 4-6. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=1075/0-3-8, 8=1074/0-3-8 Max Horz 2=-33(LC 15) Max Uplift2=-64(LC 7), 8=-65(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-685/40, 3-4=-1497/36, 4-21=-1313/42, 21-22=-1313/42, 22-23=-1313/42, 5-23=-1313/42, 5-24=-1312/43, 24-25=-1312/43, 25-26=-1312/43, 6-26=-1312/43, 6-7=-1496/37, 7-8=-684/40 BOT CHORD 2-27=0/1289, 12-27=0/1289, 12-28=-109/1732, 11-28=-109/1732, 11-29=-109/1732, 29-30=-109/1732, 10-30=-109/1732, 10-31=0/1289, 8-31=0/1289 WEBS 4-12=0/468, 5-12=-511/135, 5-10=-512/135, 6-10=0/467 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 58 lb down and 44 lb up at 4-0-0, 52 lb down and 42 lb up at 5-10-0, 52 lb down and 42 lb up at 7-10-0, 52 lb down and 42 lb up at 9-10-0, and 52 lb down and 42 lb up at 11-10-0, and 58 lb down and 44 lb up at 13-8-0 on top chord, and 124 lb down and 26 lb up at 2-0-12, 32 lb down at 4-0-12, 32 lb down at 5-10-0, 32 lb down at 7-10-0, 32 lb down at 9-10-0, 32 lb down at 11-10-0, and 32 lb down at 13-7-4, and 124 lb down and 26 lb up at 15-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-9=-60, 13-17=-20 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG17 Truss Type Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937736 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:30 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-Vm?vW536myDfV3VVFDUZV1E6OnpjL1WHTZVSAszU1A? LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-40(B) 6=-40(B) 11=-22(B) 12=-22(B) 10=-22(B) 21=-40(B) 23=-40(B) 24=-40(B) 26=-40(B) 27=-124(B) 28=-22(B) 29=-22(B) 30=-22(B) 31=-124(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 200_WEST_CLAY_NORTHL~E Truss TG18 Truss Type Half Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937737 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-zyZHkR3kXGLW7D4ipw?o2FnMNBH54Z6RhDF?iIzU1A_ Scale = 1:14.9 1 2 3 4 5 7 6 4x8 2x4 3x6 3x4 2x4 4x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 4-0-0 2-0-0 0-11-01-11-06.00 12 Plate Offsets (X,Y)-- [4:0-5-0,0-2-0] 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.08 0.02 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 10 10 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=220/0-3-8, 6=144/Mechanical Max Horz 2=45(LC 6) Max Uplift2=-23(LC 7), 6=-14(LC 4) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 2, 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 52 lb up at 2-0-0 on top chord, and 5 lb down and 4 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 6-8=-20 Concentrated Loads (lb) Vert: 7=4(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG19 Truss Type Half Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937738 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-zyZHkR3kXGLW7D4ipw?o2FnMNBH54Z6RhDF?iIzU1A_ Scale = 1:14.9 1 2 3 4 5 7 6 4x8 2x4 3x6 3x4 2x4 4x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 4-0-0 2-0-0 0-11-01-11-06.00 12 Plate Offsets (X,Y)-- [4:0-5-0,0-2-0] 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.08 0.02 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 10 10 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 2=220/0-3-8, 6=144/Mechanical Max Horz 2=45(LC 6) Max Uplift2=-23(LC 7), 6=-14(LC 4) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 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) 2, 6. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 52 lb up at 2-0-0 on top chord, and 5 lb down and 4 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 6-8=-20 Concentrated Loads (lb) Vert: 7=4(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG20 Truss Type Roof Special Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937739 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:31 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-zyZHkR3kXGLW7D4ipw?o2Fn9tBDZ4SiRhDF?iIzU1A_ Scale: 1/8"=1' 1 2 3 4 5 11 10 9 8 7 6 12 13 14 15 16 17 18 19 3x4 5x8 5x6 4x6 4x6 4x6 3x12 3x8 3x8 2x4 3x8 8-5-11 8-5-11 13-7-11 5-2-0 18-9-11 5-2-0 25-9-0 6-11-5 8-5-11 8-5-11 13-7-11 5-2-0 18-9-11 5-2-0 25-9-0 6-11-5 3-5-012-0-56-2-153-5-010.00 12 Plate Offsets (X,Y)-- [5:0-2-12,0-1-8], [8:0-3-8,0-1-8], [10:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.95 0.31 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.23 0.02 (loc) 8-10 8-10 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 161 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 1-2: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 1-10,3-7,4-7,5-7: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-3 max.): 1-2. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-8, 3-7, 5-6 REACTIONS.(lb/size) 11=1063/Mechanical, 6=1166/0-3-8 Max Horz 11=255(LC 6) Max Uplift11=-128(LC 7), 6=-14(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-11=-971/126, 1-12=-2013/143, 12-13=-2013/143, 13-14=-2013/143, 2-14=-2013/143, 2-3=-1383/98, 3-4=-748/135, 4-5=-776/120, 5-6=-1031/53 BOT CHORD 11-15=-256/221, 15-16=-256/221, 16-17=-256/221, 10-17=-256/221, 9-10=-106/2042, 8-9=-106/2042, 8-18=-36/990, 7-18=-36/990 WEBS 1-10=-97/2061, 2-10=-602/83, 2-8=-1221/158, 3-8=-19/788, 3-7=-850/122, 4-7=-68/512, 5-7=0/635 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 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) 6 except (jt=lb) 11=128. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 55 lb down and 50 lb up at 1-9-12, and 55 lb down and 50 lb up at 3-9-12, and 56 lb down and 56 lb up at 5-9-0 on top chord, and 14 lb down and 30 lb up at 1-9-12, and 14 lb down and 30 lb up at 3-9-12, and 13 lb down and 23 lb up at 5-9-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 8-11=-20, 8-18=-60, 18-19=-20, 6-19=-60 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG20 Truss Type Roof Special Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937739 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:32 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-R97fxn4MIZTNkMfuMdX1aSKJcbZopvyawt_ZDkzU19z LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 15=1(F) 16=1(F) 17=-2(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. Job 200_WEST_CLAY_NORTHL~E Truss TG21 Truss Type Half Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937740 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:32 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-R97fxn4MIZTNkMfuMdX1aSKL?bZBpvpawt_ZDkzU19z Scale = 1:38.1 1 2 3 4 5 10 9 8 7 6 11 12 13 14 15 16 17 18 19 20 21 22 23 24 4x8 3x4 3x4 4x6 4x6 2x4 4x10 4x6 3x6 4-0-0 4-0-0 11-11-4 7-11-4 19-10-8 7-11-4 -1-0-0 1-0-0 4-0-0 4-0-0 11-11-4 7-11-4 19-10-8 7-11-4 1-3-04-7-010.00 12 Plate Offsets (X,Y)-- [3:0-6-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.80 0.29 0.45 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.13 0.01 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 107 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-5: 2x4 SPF 2100F 1.8E BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF-S Stud *Except* 3-7,5-7: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-10 oc purlins, except end verticals, and 2-0-0 oc purlins (5-8-14 max.): 3-5. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 6=1065/0-3-8, 10=1176/0-3-8 Max Horz 10=127(LC 16) Max Uplift6=-182(LC 4), 10=-186(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1205/186, 3-11=-1371/236, 11-12=-1371/236, 12-13=-1371/236, 13-14=-1371/236, 14-15=-1371/236, 4-15=-1371/236, 4-16=-1371/236, 16-17=-1371/236, 17-18=-1371/236, 5-18=-1371/236, 5-6=-962/227, 2-10=-1094/165 BOT CHORD 8-9=-195/875, 8-20=-195/875, 20-21=-195/875, 7-21=-195/875 WEBS 3-7=-97/587, 4-7=-734/329, 5-7=-263/1515, 2-9=-120/824 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=182, 10=186. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 71 lb up at 4-0-0, 70 lb down and 67 lb up at 6-0-12, 70 lb down and 67 lb up at 8-0-12, 70 lb down and 67 lb up at 10-0-12, 70 lb down and 67 lb up at 12-0-12, 70 lb down and 67 lb up at 14-0-12, and 70 lb down and 67 lb up at 16-0-12, and 70 lb down and 67 lb up at 18-0-12 on top chord, and 116 lb down and 62 lb up at 2-0-12, 33 lb down at 4-0-12, 33 lb down at 6-0-12, 33 lb down at 8-0-12, 33 lb down at 10-0-12, 33 lb down at 12-0-12, 33 lb down at 14-0-12, and 33 lb down at 16-0-12, and 33 lb down at 18-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 6-10=-20 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss TG21 Truss Type Half Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937740 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:32 2018 Page 2 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-R97fxn4MIZTNkMfuMdX1aSKL?bZBpvpawt_ZDkzU19z LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-39(F) 8=-22(F) 9=-22(F) 4=-39(F) 7=-22(F) 11=-39(F) 13=-39(F) 14=-39(F) 16=-39(F) 17=-39(F) 18=-39(F) 19=-116(F) 20=-22(F) 21=-22(F) 22=-22(F) 23=-22(F) 24=-22(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. Job 200_WEST_CLAY_NORTHL~E Truss TG22 Truss Type Half Hip Girder Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937741 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-wLg1975_3tbEMWD4wL2G7gshP?zeYTUj9Xk6lBzU19y Scale = 1:21.0 1 2 3 4 7 6 5 4x8 2x4 2x4 4x6 3x4 3x6 2-0-0 2-0-0 4-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 4-0-0 2-0-0 1-3-02-11-010.00 12 Plate Offsets (X,Y)-- [3:0-6-4,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI. TC BC WB (Matrix-M) 0.11 0.02 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 7 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 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 4-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 7=226/0-3-8, 5=136/Mechanical Max Horz 7=80(LC 4) Max Uplift7=-39(LC 7), 5=-50(LC 4) 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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) 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) 7, 5. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 90 lb down and 84 lb up at 2-0-0 on top chord, and 16 lb down and 20 lb up at 2-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=4(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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss V01 Truss Type Valley Qty 1 Ply 1 200 West Clay Northlake Job Reference (optional) I32937742 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-wLg1975_3tbEMWD4wL2G7gsij?zeYT5j9Xk6lBzU19y Scale = 1:11.2 1 2 3 2x4 2x4 2x4 1-3-9 1-3-9 0-0-41-3-912.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.03 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-3-9 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=38/1-3-5, 3=38/1-3-5 Max Horz 1=26(LC 6) Max Uplift3=-9(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) 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) "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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss V02 Truss Type GABLE Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937743 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:33 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-wLg1975_3tbEMWD4wL2G7gscz?wHYTOj9Xk6lBzU19y Scale = 1:40.0 1 2 3 5 4 6 7 2x4 2x4 2x4 2x4 2x4 6-3-3 6-3-3 0-0-45-2-1110.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.23 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 OTHERS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=22/6-3-3, 4=127/6-3-3, 5=322/6-3-3 Max Horz 1=137(LC 6) Max Uplift1=-38(LC 7), 4=-29(LC 6), 5=-60(LC 9) Max Grav 1=89(LC 6), 4=127(LC 1), 5=322(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-264/84, 2-6=-251/87 NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-7 to 3-3-7, Interior(1) 3-3-7 to 6-1-15 zone; cantilever left and right exposed ; 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) 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) 1, 4, 5. 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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss V03 Truss Type GABLE Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937744 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-OXEQMT6dqBj5_goHU2ZVgtPibPDBHwKtOATfIdzU19x Scale = 1:30.9 1 2 3 4 5 2x4 2x4 2x4 5-0-13 5-0-13 0-0-44-2-1110.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.73 0.45 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: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=187/5-0-13, 3=187/5-0-13 Max Horz 1=109(LC 6) Max Uplift3=-27(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-7 to 3-3-7, Interior(1) 3-3-7 to 4-11-9 zone; cantilever left and right exposed ; 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) 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) "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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss V04 Truss Type GABLE Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937745 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-OXEQMT6dqBj5_goHU2ZVgtPnfPGJHwKtOATfIdzU19x Scale = 1:22.9 1 2 3 4 2x4 2x4 2x4 3-10-7 3-10-7 0-0-43-2-1110.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.40 0.25 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: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=139/3-10-7, 3=139/3-10-7 Max Horz 1=81(LC 6) Max Uplift3=-20(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-3-7 to 3-3-7, Interior(1) 3-3-7 to 3-9-3 zone; cantilever left and right exposed ; 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) 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) "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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss V05 Truss Type GABLE Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937746 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-OXEQMT6dqBj5_goHU2ZVgtPrFPIVHwKtOATfIdzU19x Scale = 1:16.9 1 2 3 2x4 2x4 2x4 2-8-0 2-8-0 0-0-42-2-1110.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.17 0.11 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 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=91/2-8-0, 3=91/2-8-0 Max Horz 1=53(LC 8) Max Uplift3=-13(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) 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) "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. April 6,2018 Job 200_WEST_CLAY_NORTHL~E Truss V06 Truss Type GABLE Qty 2 Ply 1 200 West Clay Northlake Job Reference (optional) I32937747 7.640 s Aug 16 2017 MiTek Industries, Inc. Wed Apr 04 17:32:34 2018 Page 1 PROBUILD, MOORESVILLE, IN 46158 ID:r5P4?BrkS_9NhK66rAvfQjzU2bx-OXEQMT6dqBj5_goHU2ZVgtPtKPJnHwKtOATfIdzU19x Scale = 1:10.8 1 2 3 2x4 2x4 2x4 1-5-10 1-5-10 0-0-41-2-1110.00 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 IRC2006/TPI2002 CSI. TC BC WB (Matrix) 0.04 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x3 SPF No.2 BOT CHORD 2x3 SPF No.2 WEBS 2x3 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-5-10 oc purlins, except end verticals. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size) 1=43/1-5-10, 3=43/1-5-10 Max Horz 1=25(LC 8) Max Uplift3=-6(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; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; 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) 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) "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. April 6,2018 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 8 7 6 54321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System General Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.