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HomeMy WebLinkAboutSeals16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. Re: The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by 84 Components - 0783. February 12,2021 Liu, Xuegang Pages or sheets covered by this seal: I44790532 thru I44790582 My license renewal date for the state of Indiana is July 31, 2022. 2100143-2100143A Caress Res IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A01 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790532 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:26 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-Xl8lCdBRb4MofXd5BFU8sQWcSphjR2WZts_dGTzlx2? Scale = 1:76.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 25 24 23 22 21 20 19 18 17 16 15 26 27 2829 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 5x9 3x6 5x9 4x6 4x8 3x4 2x4 4x4 5x9 1.5x4 5x9 2x4 1.5x4 4x8 2x4 5x9 1.5x4 5x9 4x4 3x4 2x4 4x8 4x6 3-7-133-7-13 7-0-03-4-3 11-11-14-11-1 16-10-34-11-1 21-9-44-11-1 26-6-34-8-15 31-3-14-8-15 36-0-04-8-15 39-4-33-4-3 43-0-03-7-13 -1-10-8 1-10-8 3-7-13 3-7-13 7-0-0 3-4-3 11-11-1 4-11-1 16-10-3 4-11-1 21-9-4 4-11-1 26-6-3 4-8-15 31-3-1 4-8-15 36-0-0 4-8-15 39-4-3 3-4-3 43-0-0 3-7-13 44-10-8 1-10-8 0-8-03-0-00-8-03-0-04.00 12 Plate Offsets (X,Y)-- [4:0-6-0,0-2-8], [11:0-6-0,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.57 0.33 0.52 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.11 0.03 (loc) 23 23-24 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 436 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 20=0-3-8, 13=0-5-8 Max Horz 2=-29(LC 54) Max Uplift 2=-55(LC 12), 13=-48(LC 12) Max Grav 2=1926(LC 33), 20=5172(LC 32), 13=1935(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3510/0, 3-4=-2852/0, 4-5=-2540/0, 5-6=-2540/0, 6-7=0/3263, 7-9=0/3263, 9-10=-2357/0, 10-11=-2357/0, 11-12=-2878/0, 12-13=-3531/0 BOT CHORD 2-25=0/3147, 24-25=0/3147, 23-24=0/2732, 21-23=0/441, 20-21=0/441, 19-20=0/250, 17-19=0/250, 16-17=0/2725, 15-16=0/3166, 13-15=0/3166 WEBS 3-25=-14/478, 3-24=-540/33, 4-24=0/609, 4-23=-457/50, 5-23=-789/124, 6-23=0/2384, 6-21=0/336, 6-20=-4191/0, 7-20=-775/112, 9-20=-4015/0, 9-19=0/306, 9-17=0/2408, 10-17=-776/112, 11-17=-626/14, 11-16=0/615, 12-16=-528/26, 12-15=-12/477 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 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 55 lb uplift at joint 2 and 48 lb uplift at joint 13. 12) 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 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A01 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790532 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:26 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-Xl8lCdBRb4MofXd5BFU8sQWcSphjR2WZts_dGTzlx2? NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 173 lb down and 58 lb up at 7-0-0, 173 lb down and 57 lb up at 9-0-12, 173 lb down and 57 lb up at 11-0-12, 173 lb down and 57 lb up at 13-0-12, 173 lb down and 57 lb up at 15-0-12, 173 lb down and 57 lb up at 17-0-12, 173 lb down and 57 lb up at 19-0-12, 173 lb down and 57 lb up at 21-0-12, 173 lb down and 57 lb up at 23-0-12, 176 lb down and 53 lb up at 25-0-12, 176 lb down and 53 lb up at 27-0-12, 176 lb down and 53 lb up at 29-0-12, 176 lb down and 53 lb up at 31-0-12, 176 lb down and 53 lb up at 33-0-12, and 176 lb down and 54 lb up at 35-0-12, and 176 lb down and 54 lb up at 36-0-0 on top chord, and 389 lb down and 25 lb up at 3-0-12, 276 lb down and 23 lb up at 5-0-12, 89 lb down at 7-0-12, 89 lb down at 9-0-12, 89 lb down at 11-0-12, 89 lb down at 13-0-12, 89 lb down at 15-0-12, 89 lb down at 17-0-12, 89 lb down at 19-0-12, 89 lb down at 21-0-12, 89 lb down at 23-0-12, 86 lb down at 25-0-12, 86 lb down at 27-0-12, 86 lb down at 29-0-12, 86 lb down at 31-0-12, 86 lb down at 33-0-12, 86 lb down at 35-0-12, 86 lb down at 35-11-4, and 271 lb down and 22 lb up at 37-11-4, and 389 lb down and 25 lb up at 39-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-11=-60, 11-14=-60, 2-13=-20 Concentrated Loads (lb) Vert: 4=-145(B) 8=-145(B) 11=-148(B) 24=-65(B) 6=-145(B) 21=-65(B) 10=-148(B) 17=-58(B) 16=-58(B) 18=-58(B) 26=-145(B) 28=-145(B) 30=-145(B) 31=-145(B) 32=-145(B) 34=-145(B) 35=-148(B) 36=-148(B) 37=-148(B) 39=-148(B) 40=-148(B) 41=-389(B) 42=-276(B) 43=-65(B) 44=-65(B) 45=-65(B) 46=-65(B) 47=-65(B) 48=-65(B) 49=-65(B) 50=-58(B) 51=-58(B) 52=-58(B) 53=-58(B) 54=-271(B) 55=-389(B) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A02 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790533 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:28 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-T8GWdJCh7hcWurmUJgWcxrbvlcLWvylsLATkKMzlx1z Scale = 1:76.2 1 2 3 4 5 6 7 8 9 10 11 12 13 14 21 20 19 18 17 16 15 22 23 24 25 26 27 28 29 30 5x6 3x6 5x6 4x6 3x4 3x6 4x8 1.5x4 4x8 1.5x4 1.5x4 4x8 1.5x4 4x8 4x8 1.5x4 4x6 3x4 3x6 9-0-09-0-0 15-4-106-4-10 21-9-46-4-10 27-10-106-1-6 34-0-06-1-6 43-0-09-0-0 -1-10-8 1-10-8 4-7-12 4-7-12 9-0-0 4-4-4 15-4-10 6-4-10 21-9-4 6-4-10 27-10-10 6-1-6 34-0-0 6-1-6 38-4-4 4-4-4 43-0-0 4-7-12 44-10-8 1-10-8 0-8-03-8-00-8-03-8-04.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-9], [13:0-3-9,0-2-9] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.71 0.50 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.35 0.05 (loc) 2-21 2-21 13 l/defl >999 >742 n/a L/d 240 180 n/a PLATES MT20 Weight: 168 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-4-4, Right 2x4 SPF No.2 -t 2-4-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-18, 9-18 REACTIONS. (size)2=0-5-8, 18=0-3-8 (req. 0-4-3), 13=0-5-8 Max Horz 2=35(LC 15) Max Uplift 2=-30(LC 16), 13=-31(LC 16) Max Grav 2=1009(LC 37), 18=2650(LC 36), 13=987(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1493/153, 4-5=-1039/73, 5-6=-975/83, 6-7=-20/1283, 7-9=-20/1283, 9-10=-883/80, 10-11=-954/69, 11-13=-1442/151 BOT CHORD 2-21=-101/1302, 19-21=0/555, 18-19=0/555, 17-18=0/440, 15-17=0/440, 13-15=-98/1255 WEBS 4-21=-475/128, 6-21=-24/770, 6-18=-2079/93, 7-18=-576/83, 9-18=-1969/91, 9-15=-24/780, 11-15=-484/128 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-5-2, Interior(1) 2-5-2 to 9-0-0, Exterior(2) 9-0-0 to 15-1-0, Interior(1) 15-1-0 to 34-0-0, Exterior(2) 34-0-0 to 40-1-0, Interior(1) 40-1-0 to 44-10-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 2 and 31 lb uplift at joint 13. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A03 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790534 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:30 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-QXOG2?EyfJsE79wsQ4Y40GgEVQ3YNm99oUyrOEzlx1x Scale = 1:76.2 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 23 24 25 26 27 28 29 5x9 3x6 5x9 4x6 3x6 1.5x4 1.5x4 3x6 3x6 5-7-125-7-12 11-0-05-4-4 16-4-105-4-10 21-9-45-4-10 26-10-105-1-6 32-0-05-1-6 37-4-45-4-4 43-0-05-7-12 -1-10-8 1-10-8 5-7-12 5-7-12 11-0-0 5-4-4 18-0-0 7-0-0 25-0-0 7-0-0 32-0-0 7-0-0 37-4-4 5-4-4 43-0-0 5-7-12 44-10-8 1-10-8 0-8-04-4-00-8-04-4-04.00 12 Plate Offsets (X,Y)-- [2:0-3-13,0-1-13], [5:0-6-0,0-2-8], [9:0-6-0,0-2-8], [12:0-3-5,0-3-1] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.82 0.28 0.93 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.10 0.04 (loc) 21-22 21-22 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 172 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-11-1, Right 2x4 SPF No.2 -t 2-11-1 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 18-19,17-18. REACTIONS. (size)2=0-5-8, 18=0-3-8 (req. 0-4-1), 12=0-5-8 Max Horz 2=42(LC 15) Max Uplift 2=-36(LC 16), 12=-36(LC 16) Max Grav 2=1009(LC 37), 18=2572(LC 36), 12=984(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1548/102, 4-5=-757/95, 6-8=0/1335, 8-9=0/272, 9-10=-692/91, 10-12=-1489/99 BOT CHORD 2-22=-50/1348, 21-22=-50/1348, 19-21=0/659, 18-19=-484/52, 17-18=-594/56, 15-17=0/596, 14-15=-47/1294, 12-14=-47/1294 WEBS 4-21=-820/67, 5-21=0/422, 5-19=-967/61, 6-19=0/735, 6-18=-1663/99, 8-18=-1587/101, 8-17=0/769, 9-17=-973/63, 9-15=0/423, 10-15=-830/67 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-5-2, Interior(1) 2-5-2 to 11-0-0, Exterior(2) 11-0-0 to 17-1-0, Interior(1) 17-1-0 to 32-0-0, Exterior(2) 32-0-0 to 38-1-0, Interior(1) 38-1-0 to 44-10-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 3x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2 and 36 lb uplift at joint 12. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A04 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790535 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:31 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-ujyeGLEaQc?5lIV3_o3JZTDTEqOS6DaI18iOxhzlx1w Scale = 1:76.2 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 14 21 22 23 24 25 26 27 5x6 3x6 5x6 4x6 3x4 3x4 3x6 3x4 1.5x4 5x9 4x6 3x4 4x6 5x9 3x4 1.5x4 3x6 3x4 3x4 3x6 6-7-126-7-12 13-0-06-4-4 21-9-48-9-4 30-0-08-2-12 36-4-46-4-4 43-0-06-7-12 -1-10-8 1-10-8 6-7-12 6-7-12 13-0-0 6-4-4 18-8-0 5-8-0 24-4-0 5-8-0 30-0-0 5-8-0 36-4-4 6-4-4 43-0-0 6-7-12 44-10-8 1-10-8 0-8-05-0-00-8-05-0-04.00 12 Plate Offsets (X,Y)-- [2:0-4-1,0-1-1], [12:0-3-5,0-3-1] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.57 0.36 0.91 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.18 0.03 (loc) 17-19 17-19 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 171 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 3-5-6, Right 2x4 SPF No.2 -t 3-5-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 17=0-3-8 (req. 0-3-12), 12=0-5-8 Max Horz 2=48(LC 15) Max Uplift 2=-39(LC 16), 12=-40(LC 16) Max Grav 2=1025(LC 37), 17=2408(LC 36), 12=997(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1547/106, 4-5=-560/91, 5-6=-435/107, 6-8=0/1310, 8-9=-365/105, 9-10=-487/90, 10-12=-1485/102 BOT CHORD 2-20=-51/1356, 19-20=-51/1356, 17-19=-660/54, 15-17=-762/61, 14-15=-46/1298, 12-14=-46/1298 WEBS 4-20=0/260, 4-19=-1067/83, 5-19=-264/78, 6-19=-27/1250, 6-17=-1320/113, 8-17=-1282/114, 8-15=-35/1279, 9-15=-289/78, 10-15=-1080/81, 10-14=0/268 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-5-2, Interior(1) 2-5-2 to 13-0-0, Exterior(2) 13-0-0 to 19-1-0, Interior(1) 19-1-0 to 30-0-0, Exterior(2) 30-0-0 to 36-4-4, Interior(1) 36-4-4 to 44-10-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 39 lb uplift at joint 2 and 40 lb uplift at joint 12. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A05 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790536 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:33 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-q63Ph1GqyEFp_cfR6D6neuImpd3XaDbbUSBV?Zzlx1u Scale = 1:77.4 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 14 21 22 23 24 25 26 27 28 29 3x6 5x9 5x9 3x6 4x6 3x6 1.5x4 1.5x4 4x8 1.5x4 3x6 3x6 7-7-127-7-12 15-0-07-4-4 21-9-46-9-4 28-0-06-2-12 35-4-47-4-4 43-0-07-7-12 -1-10-8 1-10-8 7-7-12 7-7-12 15-0-0 7-4-4 21-9-4 6-9-4 28-0-0 6-2-12 35-4-4 7-4-4 43-0-0 7-7-12 44-10-8 1-10-8 0-8-05-8-00-8-05-8-04.00 12 Plate Offsets (X,Y)-- [2:0-4-1,0-1-1], [6:0-5-4,0-2-4], [8:0-5-4,0-2-4], [12:0-3-5,0-3-1] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.75 0.39 0.56 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.17 0.06 (loc) 2-20 2-20 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 173 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 3-11-11, Right 2x4 SPF No.2 -t 3-11-11 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-1 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-18, 6-17, 8-17, 10-15 REACTIONS. (size)2=0-5-8, 17=0-3-8 (req. 0-3-12), 12=0-5-8 Max Horz 2=55(LC 15) Max Uplift 2=-40(LC 16), 12=-41(LC 16) Max Grav 2=1000(LC 37), 17=2380(LC 37), 12=970(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1509/89, 4-6=-323/178, 6-7=0/1215, 7-8=0/1215, 10-12=-1428/85 BOT CHORD 2-20=-29/1296, 18-20=-29/1296, 14-15=-25/1229, 12-14=-25/1229 WEBS 4-20=0/325, 4-18=-1334/75, 6-18=0/620, 6-17=-1640/56, 7-17=-712/114, 8-17=-1583/54, 8-15=0/615, 10-15=-1345/75, 10-14=0/329 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-5-2, Interior(1) 2-5-2 to 15-0-0, Exterior(2) 15-0-0 to 21-1-0, Interior(1) 21-1-0 to 28-0-0, Exterior(2) 28-0-0 to 34-1-0, Interior(1) 34-1-0 to 44-10-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 3x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 2 and 41 lb uplift at joint 12. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A06 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790537 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:36 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-EhlXJ2IjE9dNr4N0nLfUGXwL8r3ona01AQP9cuzlx1r Scale = 1:77.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 22 21 20 19 18 17 16 23 24 25 26 27 28 29 30 31 32 3x6 5x9 5x9 3x6 4x6 3x4 3x6 3x4 1.5x4 3x4 4x4 1.5x4 4x8 4x4 3x4 3x4 1.5x4 4x6 3x4 3x6 8-7-128-7-12 17-0-08-4-4 21-9-44-9-4 26-0-04-2-12 34-4-48-4-4 43-0-08-7-12 -1-10-8 1-10-8 5-10-5 5-10-5 11-5-3 5-6-13 17-0-0 5-6-13 21-9-4 4-9-4 26-0-0 4-2-12 31-6-13 5-6-13 37-1-11 5-6-13 43-0-0 5-10-5 44-10-8 1-10-8 0-8-06-4-00-8-06-4-04.00 12 Plate Offsets (X,Y)-- [2:0-3-13,0-1-13], [7:0-6-0,0-2-8], [9:0-6-0,0-2-8], [14:0-3-13,0-1-13] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.49 0.48 0.45 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.11 -0.24 0.03 (loc) 2-22 2-22 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 182 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 3-0-4, Right 2x4 SPF No.2 -t 3-0-4 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 7-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-20, 7-19, 9-19, 10-18 REACTIONS. (size)2=0-5-8, 19=0-3-8 (req. 0-4-6), 14=0-5-8 Max Horz 2=61(LC 15) Max Uplift 2=-34(LC 16), 14=-35(LC 16) Max Grav 2=862(LC 37), 19=2773(LC 37), 14=827(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1357/74, 4-6=-1000/52, 6-7=0/585, 7-8=0/1474, 8-9=0/1474, 9-10=0/690, 10-12=-922/48, 12-14=-1265/71 BOT CHORD 2-22=-22/1184, 20-22=-38/612, 19-20=-469/102, 18-19=-568/105, 16-18=-99/534, 14-16=-19/1106 WEBS 4-22=-520/83, 6-22=0/609, 6-20=-1144/92, 7-20=0/808, 7-19=-1622/45, 8-19=-496/85, 9-19=-1580/41, 9-18=0/805, 10-18=-1148/93, 10-16=0/616, 12-16=-529/83 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-5-2, Interior(1) 2-5-2 to 17-0-0, Exterior(2) 17-0-0 to 23-1-0, Interior(1) 23-1-0 to 26-0-0, Exterior(2) 26-0-0 to 32-1-0, Interior(1) 32-1-0 to 44-10-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) WARNING: Required bearing size at joint(s) 19 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 2 and 35 lb uplift at joint 14. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A07 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790538 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:37 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-itJwWOJL?SlETDyDL3AjpkTTTFNOW2oBP49i8Kzlx1q Scale = 1:77.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 21 20 19 18 17 16 15 22 23 24 25 26 27 28 29 30 31 3x6 5x9 5x9 3x6 4x6 3x6 1.5x4 4x4 4x4 4x4 1.5x4 4x6 3x6 9-7-129-7-12 19-0-09-4-4 21-9-42-9-4 24-0-02-2-12 33-4-49-4-4 43-0-09-7-12 -1-10-8 1-10-8 6-6-5 6-6-5 12-9-3 6-2-13 19-0-0 6-2-13 24-0-0 5-0-0 30-2-13 6-2-13 36-5-11 6-2-13 43-0-0 6-6-5 44-10-8 1-10-8 0-8-07-0-00-8-07-0-04.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-5], [7:0-6-0,0-2-8], [8:0-6-0,0-2-8], [13:0-3-9,0-2-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.65 0.58 0.42 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.17 -0.35 0.03 (loc) 2-21 2-21 13 l/defl >999 >736 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 3-4-7, Right 2x4 SPF No.2 -t 3-4-7 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 7-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-19, 7-18, 8-18, 9-17 REACTIONS. (size)2=0-5-8, 18=0-3-8 (req. 0-4-12), 13=0-5-8 Max Horz 2=68(LC 15) Max Uplift 2=-35(LC 16), 13=-36(LC 16) Max Grav 2=800(LC 37), 18=3013(LC 37), 13=762(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1225/75, 4-6=-854/49, 6-7=0/942, 7-8=0/1414, 8-9=0/1056, 9-11=-774/46, 11-13=-1139/73 BOT CHORD 2-21=-20/1072, 19-21=-123/445, 18-19=-800/106, 17-18=-907/108, 15-17=-188/366, 13-15=-17/997 WEBS 4-21=-589/94, 6-21=0/687, 6-19=-1282/97, 7-19=0/884, 7-18=-1608/45, 8-18=-1606/38, 8-17=0/885, 9-17=-1285/97, 9-15=0/693, 11-15=-598/94 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-5-2, Interior(1) 2-5-2 to 19-0-0, Exterior(2) 19-0-0 to 30-2-13, Interior(1) 30-2-13 to 44-10-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 3x4 MT20 unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 lb uplift at joint 2 and 36 lb uplift at joint 13. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A08 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790539 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:39 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-fGRgx4LbX4?yiX6bSTDBu9YnX27v_pRTsNepDDzlx1o Scale = 1:77.4 1 2 3 4 5 6 7 8 9 10 11 12 13 14 21 20 19 18 17 16 15 22 23 24 25 26 27 28 29 30 31 4x6 5x12 MT18HS 7x12 MT18HS 4x6 3x6 3x6 1.5x4 6x12 MT20HS 1.5x4 3x6 3x6 7-2-5 7-2-5 14-1-3 6-10-13 21-0-0 6-10-13 21-11-0 0-11-0 22-0-0 0-1-0 28-10-13 6-10-13 35-9-11 6-10-13 43-0-0 7-2-5 -1-10-8 1-10-8 7-2-5 7-2-5 14-1-3 6-10-13 21-0-0 6-10-13 22-0-0 1-0-0 28-10-13 6-10-13 35-9-11 6-10-13 43-0-0 7-2-5 44-10-8 1-10-8 0-8-07-8-00-8-07-8-04.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-9], [5:0-3-0,Edge], [7:0-7-12,0-2-4], [8:0-7-12,0-2-4], [10:0-3-0,Edge], [13:0-3-9,0-2-9] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.80 0.32 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.06 -0.14 0.04 (loc) 2-21 2-21 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS MT18HS Weight: 182 lb FT = 20% GRIP 197/144 148/108 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 3-8-13, Right 2x4 SPF No.2 -t 3-8-13 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 7-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-18, 9-18 REACTIONS. (size)2=0-5-8, 18=0-3-8 (req. 0-5-1), 13=0-5-8 Max Horz 2=74(LC 15) Max Uplift 2=-45(LC 16), 13=-46(LC 16) Max Grav 2=756(LC 39), 18=3246(LC 37), 13=734(LC 41) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1136/61, 4-6=-344/245, 6-7=0/1389, 7-8=0/1300, 8-9=0/1430, 9-11=-280/302, 11-13=-1079/60 BOT CHORD 2-21=-3/987, 20-21=-3/987, 18-20=-212/267, 16-18=-256/206, 15-16=-2/933, 13-15=-2/933 WEBS 4-21=0/296, 4-20=-1017/14, 6-20=0/519, 6-18=-1481/69, 8-18=-724/69, 9-18=-1448/72, 9-16=0/516, 11-16=-1028/12, 11-15=0/300, 7-18=-714/69 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-5-2, Interior(1) 2-5-2 to 21-0-0, Exterior(2) 21-0-0 to 28-1-0, Interior(1) 28-1-0 to 44-10-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 3x4 MT20 unless otherwise indicated. 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) WARNING: Required bearing size at joint(s) 18 greater than input bearing size. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 2 and 46 lb uplift at joint 13. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss A09 Truss Type Common Qty 1 Ply 1 Caress Res Job Reference (optional) I44790540 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:40 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-7S_29QLDIN7pKhhn0BkQQN5z4STsjHMd51NMlfzlx1n Scale = 1:74.9 1 2 3 4 5 6 7 8 9 10 11 12 13 20 19 18 17 16 15 14 21 22 23 24 3x6 5x6 3x6 3x6 3x6 4x8 1.5x4 1.5x4 3x6 3x6 7-4-57-4-5 14-5-37-0-13 21-9-47-4-1 28-6-136-9-9 35-7-117-0-13 43-0-07-4-5 -1-10-8 1-10-8 7-4-5 7-4-5 14-5-3 7-0-13 21-6-0 7-0-13 28-6-13 7-0-13 35-7-11 7-0-13 43-0-0 7-4-5 44-10-8 1-10-8 0-8-07-10-00-8-04.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-2-13], [12:0-3-9,0-2-9] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.69 0.34 0.94 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.15 0.03 (loc) 2-20 2-20 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 175 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 3-9-14, Right 2x4 SPF No.2 -t 3-9-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-17, 6-17 REACTIONS. (size)2=0-5-8, 17=0-3-8 (req. 0-3-10), 12=0-5-8 Max Horz 2=76(LC 15) Max Uplift 2=-46(LC 16), 12=-47(LC 16) Max Grav 2=763(LC 21), 17=2319(LC 1), 12=734(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1141/58, 4-6=-347/229, 6-7=0/925, 7-8=0/961, 8-10=-260/292, 10-12=-1064/55 BOT CHORD 2-20=0/989, 19-20=0/989, 17-19=-196/274, 15-17=-256/192, 14-15=0/919, 12-14=0/919 WEBS 7-17=-940/34, 8-17=-1163/57, 8-15=0/505, 10-15=-831/13, 10-14=0/311, 6-17=-1201/53, 6-19=0/519, 4-19=-819/15, 4-20=0/306 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=43ft; eave=5ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-5-2, Interior(1) 2-5-2 to 21-6-0, Exterior(2) 21-6-0 to 25-9-10, Interior(1) 25-9-10 to 44-10-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 3x4 MT20 unless otherwise indicated. 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) WARNING: Required bearing size at joint(s) 17 greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 2 and 47 lb uplift at joint 12. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ01A Truss Type Jack-Open Qty 9 Ply 1 Caress Res Job Reference (optional) I44790541 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:20 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-y8PAY5qJtgA87qlTMbSo2plpna4S5b?WIG4U9Lzlx19 Scale = 1:17.6 1 4 5 6 7 2 3 6x6 7-0-07-0-0 7-0-0 7-0-0 0-8-03-0-02-7-133-0-04.00 12 Plate Offsets (X,Y)-- [4:Edge,0-3-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.70 0.45 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.22 0.05 (loc) 3-4 3-4 2 l/defl >870 >366 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)4=0-5-8, 2=Mechanical, 3=Mechanical Max Horz 4=58(LC 16) Max Uplift 2=-36(LC 16) Max Grav 4=275(LC 20), 2=205(LC 20), 3=129(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-11-4 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 lb uplift at joint 2. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ01 Truss Type Jack-Open Qty 7 Ply 1 Caress Res Job Reference (optional) I44790542 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:20 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-y8PAY5qJtgA87qlTMbSo2plp5a5m5b?WIG4U9Lzlx19 Scale = 1:18.1 1 2 5 6 7 8 3 4 5x6 7-0-07-0-0 -1-10-8 1-10-8 7-0-0 7-0-0 0-8-03-0-02-7-133-0-04.00 12 Plate Offsets (X,Y)-- [5:0-2-8,0-2-6] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.68 0.43 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.21 0.04 (loc) 4-5 4-5 3 l/defl >870 >388 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-5-8, 3=Mechanical, 4=Mechanical Max Horz 5=81(LC 16) Max Uplift 5=-34(LC 16), 3=-33(LC 16) Max Grav 5=421(LC 21), 3=208(LC 21), 4=126(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-363/152 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 6-11-4 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 5 and 33 lb uplift at joint 3. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss F01 Truss Type Hip Girder Qty 1 Ply 1 Caress Res Job Reference (optional) I44790543 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:28 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-jhuBDqxK?7A?53M0qGbgNV4C9oruzBNh8V0vStzlx11 Scale = 1:32.6 1 2 3 4 5 6 7 11 10 9 8 12 13 14 15 16 17 18 4x8 4x8 4x4 4x6 2x4 4x8 1.5x4 2x4 4x4 4-0-04-0-0 8-1-84-1-8 12-3-04-1-8 16-3-04-0-0 -1-10-8 1-10-8 4-0-0 4-0-0 8-1-8 4-1-8 12-3-0 4-1-8 16-3-0 4-0-0 18-1-8 1-10-8 0-8-02-0-00-8-02-0-04.00 12 Plate Offsets (X,Y)-- [3:0-5-4,0-2-0], [5:0-5-4,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.55 0.35 0.17 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.08 -0.15 0.02 (loc) 9 9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 75 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, except 2-0-0 oc purlins (4-2-10 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 6=0-5-8 Max Horz 2=16(LC 55) Max Grav 2=1184(LC 33), 6=1183(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2068/0, 3-4=-2541/0, 4-5=-2541/0, 5-6=-2068/0 BOT CHORD 2-11=0/1879, 9-11=0/1904, 8-9=0/1905, 6-8=0/1879 WEBS 3-11=0/314, 3-9=-10/684, 4-9=-456/76, 5-9=-10/684, 5-8=0/315 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) 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) 65 lb down and 34 lb up at 4-0-0, 65 lb down and 34 lb up at 6-0-12, 65 lb down and 34 lb up at 8-0-12, and 65 lb down and 34 lb up at 10-0-12, and 65 lb down and 34 lb up at 12-3-0 on top chord, and 188 lb down at 4-0-0, 27 lb down at 6-0-12, 27 lb down at 8-0-12, and 27 lb down at 10-0-12, and 188 lb down at 12-2-4 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). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-7=-60, 2-6=-20 Continued on page 2 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss F01 Truss Type Hip Girder Qty 1 Ply 1 Caress Res Job Reference (optional) I44790543 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:28 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-jhuBDqxK?7A?53M0qGbgNV4C9oruzBNh8V0vStzlx11 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-37(B) 5=-37(B) 10=-13(B) 11=-188(B) 9=-13(B) 4=-37(B) 8=-188(B) 13=-37(B) 16=-37(B) 18=-13(B) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss F02 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790544 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:29 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-BtSaRAxylRIsiDxCO_6vvidQDCC8ifVrM9lS_Jzlx10 Scale = 1:32.6 1 2 3 4 5 6 7 8 11 10 9 12 13 14 15 16 17 4x8 4x6 3x6 3x4 3x4 3x4 1.5x4 3x4 3x6 3x4 3x4 6-0-06-0-0 10-3-04-3-0 16-3-06-0-0 -1-10-8 1-10-8 6-0-0 6-0-0 10-3-0 4-3-0 16-3-0 6-0-0 18-1-8 1-10-8 0-8-02-8-00-8-02-8-04.00 12 Plate Offsets (X,Y)-- [2:0-3-5,0-2-13], [4:0-5-4,0-2-0], [7:0-3-5,0-2-13] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.33 0.29 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.10 0.03 (loc) 2-11 2-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 59 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 3-2-3, Right 2x4 SPF No.2 -t 3-2-3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=22(LC 15) Max Uplift 2=-30(LC 16), 7=-30(LC 16) Max Grav 2=969(LC 37), 7=969(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1322/97, 4-5=-1123/107, 5-7=-1322/96 BOT CHORD 2-11=-37/1116, 9-11=-33/1123, 7-9=-34/1116 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 6-0-0, Exterior(2) 6-0-0 to 14-5-15, Interior(1) 14-5-15 to 18-1-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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 30 lb uplift at joint 2 and 30 lb uplift at joint 7. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ03 Truss Type Jack-Open Qty 5 Ply 1 Caress Res Job Reference (optional) I44790545 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:25 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-I6C3bouSiCoREcdR981zlsSn?buzmsEFRXnFrYzlx14 Scale = 1:12.8 1 2 5 6 7 8 3 4 3x6 4-0-04-0-0 -1-10-8 1-10-8 4-0-0 4-0-0 0-8-02-0-01-7-132-0-04.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.22 0.11 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 -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 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-5-8, 3=Mechanical, 4=Mechanical Max Horz 5=59(LC 16) Max Uplift 5=-45(LC 16), 3=-15(LC 16) Max Grav 5=309(LC 21), 3=97(LC 21), 4=67(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-266/138 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 5 and 15 lb uplift at joint 3. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss E01 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790546 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:19 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-UyroKlqh6M2HVhAHotxZVbCiOAmDM6pM3cKxdvzlx1A Scale = 1:18.4 1 2 3 4 5 8 7 6 9 10 11 12 13 14 15 4x4 4x8 4x8 4x4 3x6 4x8 1.5x4 3x6 2-2-02-2-0 4-11-82-9-8 7-9-02-9-8 9-11-02-2-0 2-2-0 2-2-0 4-11-8 2-9-8 7-9-0 2-9-8 9-11-0 2-2-0 0-8-01-4-110-8-01-4-114.00 12 Plate Offsets (X,Y)-- [2:0-5-4,0-2-0], [4:0-5-4,0-2-0], [6:0-4-4,0-1-8], [8:0-4-4,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.42 0.39 0.19 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.10 0.01 (loc) 7 7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 5=0-5-8 Max Horz 1=8(LC 11) Max Grav 1=2258(LC 31), 5=2085(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4436/0, 2-3=-5510/0, 3-4=-5510/0, 4-5=-4378/0 BOT CHORD 1-8=0/3931, 7-8=0/4123, 6-7=0/4062, 5-6=0/3877 WEBS 2-8=0/1342, 2-7=0/1475, 4-7=0/1540, 4-6=0/1298 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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) 35 lb down and 10 lb up at 2-2-0, 39 lb down and 10 lb up at 4-2-12, and 39 lb down and 10 lb up at 6-2-12, and 35 lb down and 10 lb up at 7-9-0 on top chord, and 875 lb down at 1-9-4, 54 lb down and 16 lb up at 2-2-0, 875 lb down at 3-9-4, 10 lb down and 13 lb up at 4-2-12, 875 lb down at 5-9-4, and 10 lb down and 13 lb up at 6-2-12, and 54 lb down and 16 lb up at 7-8-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss E01 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790546 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:19 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-UyroKlqh6M2HVhAHotxZVbCiOAmDM6pM3cKxdvzlx1A LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 1-5=-20 Concentrated Loads (lb) Vert: 8=-8(F) 6=-879(F=-8) 11=-875(B) 12=-875(B) 13=3(F) 14=-875(B) 15=3(F) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss D04 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790547 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:16 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-3NAfiknopRfieDRi7lNsuzaB5zly9lpwNe6G0azlx1D Scale = 1:42.6 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 23 24 25 26 27 4x8 4x8 3x4 4x6 3x4 2x4 3x4 4x8 1.5x4 3x4 3x4 2x4 3x4 3-1-133-1-13 6-0-02-10-3 11-2-45-2-4 16-4-85-2-4 19-2-112-10-3 22-4-83-1-13 -1-10-8 1-10-8 3-1-13 3-1-13 6-0-0 2-10-3 11-2-4 5-2-4 16-4-8 5-2-4 19-2-11 2-10-3 22-4-8 3-1-13 24-3-0 1-10-8 0-8-02-8-00-8-02-8-04.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-10], [4:0-5-4,0-2-0], [6:0-5-4,0-2-0], [8:Edge,0-0-10] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.42 0.36 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.10 -0.19 0.03 (loc) 12 12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 221 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=-22(LC 54) Max Grav 2=2030(LC 33), 8=2094(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3669/0, 3-4=-4089/0, 4-5=-4949/0, 5-6=-4949/0, 6-7=-4241/0, 7-8=-3816/0 BOT CHORD 2-15=0/3274, 14-15=0/3274, 12-14=0/3902, 11-12=0/4049, 10-11=0/3407, 8-10=0/3407 WEBS 3-14=0/754, 4-14=0/452, 4-12=-2/1143, 5-12=-768/115, 6-12=-7/983, 6-11=0/494, 7-11=0/780 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 140 lb down and 48 lb up at 6-0-0, 140 lb down and 48 lb up at 8-0-12, 140 lb down and 48 lb up at 10-0-12, 140 lb down and 48 lb up at 12-0-12, 140 lb down and 48 lb up at 14-0-12, and 140 lb down and 48 lb up at 16-0-12, and 140 lb down and 48 lb up at 16-4-8 on top chord, and 381 lb down at 6-0-0, 67 lb down at 8-0-12, 67 lb down at 10-0-12, 67 lb down at 12-0-12, 67 lb down at 14-0-12, and 67 lb down at 16-0-12, and 381 lb down at 16-3-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others.Continued on page 2 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss D04 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790547 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:16 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-3NAfiknopRfieDRi7lNsuzaB5zly9lpwNe6G0azlx1D LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-9=-60, 2-8=-20 Concentrated Loads (lb) Vert: 4=-112(F) 6=-112(F) 14=-381(F) 11=-424(F) 16=-112(F) 17=-112(F) 20=-112(F) 22=-112(F) 23=-112(F) 24=-43(F) 25=-43(F) 26=-43(F) 27=-43(F) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss D03 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790548 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:13 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-foUX4ilwXWH8nmi7Scq9GKyZkliCyO1UhgtcQFzlx1G Scale = 1:42.6 1 2 3 4 5 6 7 8 11 10 9 12 13 14 15 16 17 18 19 20 21 5x9 5x6 4x6 3x4 3x4 3x4 1.5x4 3x4 4x6 3x4 3x4 8-0-08-0-0 14-4-86-4-8 22-4-88-0-0 -1-10-8 1-10-8 8-0-0 8-0-0 14-4-8 6-4-8 22-4-8 8-0-0 24-3-0 1-10-8 0-8-03-4-00-8-03-4-04.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-9], [4:0-6-0,0-2-8], [7:0-3-9,0-2-9] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.88 0.49 0.14 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.12 -0.27 0.06 (loc) 2-11 2-11 7 l/defl >999 >993 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 4-2-14, Right 2x4 SPF No.2 -t 4-2-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-8-10 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 7=0-5-8 Max Horz 2=27(LC 15) Max Uplift 2=-25(LC 16), 7=-25(LC 16) Max Grav 2=1252(LC 37), 7=1252(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1919/104, 4-5=-1664/119, 5-7=-1920/104 BOT CHORD 2-11=-34/1656, 9-11=-30/1664, 7-9=-34/1656 WEBS 4-11=0/291, 5-9=0/291 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 8-0-0, Exterior(2) 8-0-0 to 12-2-15, Interior(1) 12-2-15 to 14-4-8, Exterior(2) 14-4-8 to 18-7-7, Interior(1) 18-7-7 to 24-3-0 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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 25 lb uplift at joint 2 and 25 lb uplift at joint 7. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss D02 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790549 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:12 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-Bcw8sMkImD9HAc8xuvJwj7PUcMJWDw9KS083tpzlx1H Scale = 1:42.6 1 2 3 4 5 6 7 8 9 10 1312 11 14 15 16 17 18 19 20 21 22 23 5x6 4x8 5x6 3x6 6x12 MT20HS 1.5x4 3x4 1.5x4 5x6 3x6 10-0-010-0-0 12-4-82-4-8 22-4-810-0-0 -1-10-8 1-10-8 5-1-12 5-1-12 10-0-0 4-10-4 12-4-8 2-4-8 17-2-12 4-10-4 22-4-8 5-1-12 24-3-0 1-10-8 0-8-04-0-00-8-04-0-04.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-1], [6:0-5-4,0-2-0], [9:0-3-9,0-2-1], [12:0-1-12,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.46 0.65 0.25 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.26 -0.54 0.07 (loc) 9-11 9-11 9 l/defl >999 >501 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 87 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-7-6, Right 2x4 SPF No.2 -t 2-7-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except 2-0-0 oc purlins (5-3-3 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 9=0-5-8 Max Horz 2=-32(LC 14) Max Uplift 2=-25(LC 16), 9=-25(LC 16) Max Grav 2=1375(LC 37), 9=1375(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2411/143, 4-5=-1877/73, 5-6=-1721/85, 6-7=-1876/73, 7-9=-2411/143 BOT CHORD 2-13=-89/2146, 11-13=0/1720, 9-11=-89/2146 WEBS 4-13=-468/115, 5-13=0/292, 6-11=0/292, 7-11=-469/115 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 10-0-0, Exterior(2) 10-0-0 to 16-7-7, Interior(1) 16-7-7 to 24-3-0 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint 2 and 25 lb uplift at joint 9. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss D01 Truss Type Common Qty 3 Ply 1 Caress Res Job Reference (optional) I44790550 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:08 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-Irhe1_hni_frh_qAf3E_ZHFq4k?1H9AlXOArk1zlx1L Scale = 1:41.9 1 2 3 4 5 6 7 8 9 12 11 10 13 14 15 16 17 18 4x6 4x6 4x4 3x4 3x4 1.5x4 3x4 1.5x4 4x6 4x4 7-6-117-6-11 14-9-137-3-3 22-4-87-6-11 -1-10-8 1-10-8 5-8-14 5-8-14 11-2-4 5-5-6 16-7-10 5-5-6 22-4-8 5-8-14 24-3-0 1-10-8 0-8-04-4-120-8-04.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-5], [8:0-3-9,0-2-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.43 0.43 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.19 0.05 (loc) 8-10 8-10 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-11-10, Right 2x4 SPF No.2 -t 2-11-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 8=0-5-8 Max Horz 2=-36(LC 14) Max Uplift 2=-25(LC 16), 8=-25(LC 16) Max Grav 2=1007(LC 1), 8=1007(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1841/64, 4-5=-1630/50, 5-6=-1630/49, 6-8=-1841/64 BOT CHORD 2-12=-10/1649, 10-12=0/1211, 8-10=-14/1649 WEBS 5-10=0/488, 6-10=-286/93, 5-12=0/488, 4-12=-286/93 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 11-2-4, Exterior(2) 11-2-4 to 14-2-4, Interior(1) 14-2-4 to 24-3-0 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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 25 lb uplift at joint 2 and 25 lb uplift at joint 8. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss D01B Truss Type Common Qty 3 Ply 1 Caress Res Job Reference (optional) I44790551 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:10 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-FDoOSgj1EbvZwI_YmUGSeiKAiYhNl3Z2?ifypwzlx1J Scale = 1:38.9 1 2 3 4 5 6 7 8 11 10 9 12 13 14 15 16 4x6 4x4 4x6 3x4 3x4 1.5x4 3x4 1.5x4 4x6 4x4 7-6-117-6-11 14-9-137-3-3 22-4-87-6-11 5-8-14 5-8-14 11-2-4 5-5-6 16-7-10 5-5-6 22-4-8 5-8-14 24-3-0 1-10-8 0-8-04-4-120-8-04.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-2-5], [7:0-3-9,0-2-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.42 0.44 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.20 0.05 (loc) 1-11 1-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-11-10, Right 2x4 SPF No.2 -t 2-11-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 7=0-5-8 Max Horz 1=-37(LC 14) Max Uplift 7=-27(LC 16) Max Grav 1=890(LC 1), 7=1012(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1865/85, 3-4=-1661/71, 4-5=-1642/63, 5-7=-1853/77 BOT CHORD 1-11=-27/1690, 9-11=0/1224, 7-9=-26/1660 WEBS 4-9=0/476, 5-9=-274/93, 4-11=0/512, 3-11=-305/96 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-2-4, Exterior(2) 11-2-4 to 14-2-4, Interior(1) 14-2-4 to 24-3-0 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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 27 lb uplift at joint 7. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss D01C Truss Type Common Qty 4 Ply 1 Caress Res Job Reference (optional) I44790552 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:11 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-jQMmf0jg?v1QYSZlKCnhBvtLoy1cUVsBDMOVLMzlx1I Scale = 1:37.2 1 2 3 4 5 6 7 10 9 8 11 12 13 14 4x6 3x4 4x6 3x4 3x4 1.5x4 3x4 1.5x4 4x6 3x4 7-6-117-6-11 14-9-137-3-3 22-1-07-3-3 22-4-80-3-8 5-8-14 5-8-14 11-2-4 5-5-6 16-7-10 5-5-6 22-4-8 5-8-14 0-8-04-4-120-8-04.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [7:0-4-5,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.40 0.44 0.12 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.20 0.05 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-11-10, Right 2x4 SPF No.2 -t 2-11-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=Mechanical, 7=0-2-0 Max Horz 1=-34(LC 14) Max Grav 1=895(LC 1), 7=895(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-1877/86, 3-4=-1673/73, 4-5=-1673/73, 5-7=-1877/86 BOT CHORD 1-10=-34/1701, 8-10=0/1237, 7-8=-37/1701 WEBS 4-8=0/499, 5-8=-293/96, 4-10=0/499, 3-10=-293/96 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-2-4, Exterior(2) 11-2-4 to 14-2-4, Interior(1) 14-2-4 to 22-4-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 7. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss D01A Truss Type Common Qty 2 Ply 1 Caress Res Job Reference (optional) I44790553 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:09 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-m1F0EKiPTIniJ8PMDnlD6Uo?y8L80cJum2vPHUzlx1K Scale = 1:39.7 1 2 3 4 5 6 7 8 11 10 9 12 13 14 15 16 4x6 4x6 4x4 4x6 4x4 3x4 3x4 1.5x4 3x4 1.5x4 7-6-117-6-11 14-9-137-3-3 22-4-87-6-11 -1-10-8 1-10-8 5-8-14 5-8-14 11-2-4 5-5-6 16-7-10 5-5-6 22-4-8 5-8-14 0-8-04-4-120-8-04.00 12 Plate Offsets (X,Y)-- [2:0-3-9,0-2-5], [8:0-3-9,0-2-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.42 0.44 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.09 -0.20 0.05 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-11-10, Right 2x4 SPF No.2 -t 2-11-10 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=0-5-8, 2=0-5-8 Max Horz 2=37(LC 15) Max Uplift 2=-27(LC 16) Max Grav 8=890(LC 1), 2=1012(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1853/77, 4-5=-1642/63, 5-6=-1661/71, 6-8=-1865/85 BOT CHORD 2-11=-28/1660, 9-11=0/1224, 8-9=-29/1690 WEBS 5-9=0/512, 6-9=-305/96, 5-11=0/476, 4-11=-274/93 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 11-2-4, Exterior(2) 11-2-4 to 14-2-4, Interior(1) 14-2-4 to 22-4-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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 27 lb uplift at joint 2. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss C01 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790554 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:04 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-Q3R7BdeHel9PCNWPQD92PR47d7eeLKA9cmBebGzlx1P Scale = 1:46.5 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 26 27 28 29 30 4x8 4x4 3x4 4x6 3x4 2x4 3x4 4x8 1.5x4 2x4 4x8 4x8 3x4 2x4 4x4 3-1-133-1-13 6-0-02-10-3 10-3-124-3-12 14-5-124-2-0 18-9-84-3-12 21-7-112-10-3 24-9-83-1-13 -1-10-8 1-10-8 3-1-13 3-1-13 6-0-0 2-10-3 10-3-12 4-3-12 14-5-12 4-2-0 18-9-8 4-3-12 21-7-11 2-10-3 24-9-8 3-1-13 26-8-0 1-10-8 0-8-02-8-00-8-02-8-04.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-10], [4:0-5-4,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.46 0.40 0.18 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.13 -0.24 0.04 (loc) 13-14 13-14 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 248 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 9=0-5-8 Max Horz 2=-22(LC 10) Max Grav 2=2195(LC 33), 9=2251(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4049/0, 3-4=-4597/0, 4-5=-5701/0, 5-6=-5701/0, 6-7=-4483/0, 7-8=-4660/0, 8-9=-4191/0 BOT CHORD 2-17=0/3620, 16-17=0/3620, 14-16=0/4381, 13-14=0/5843, 12-13=0/5843, 11-12=0/3748, 9-11=0/3748 WEBS 3-16=0/824, 4-16=0/414, 4-14=0/1494, 5-14=-563/91, 6-13=0/345, 6-12=-1553/0, 7-12=0/1010, 8-12=0/774 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 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) 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 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss C01 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790554 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:04 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-Q3R7BdeHel9PCNWPQD92PR47d7eeLKA9cmBebGzlx1P NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 140 lb down and 48 lb up at 6-0-0, 140 lb down and 48 lb up at 8-0-12, 140 lb down and 48 lb up at 10-0-12, 140 lb down and 48 lb up at 12-0-12, 140 lb down and 48 lb up at 14-0-12, 140 lb down and 48 lb up at 16-0-12, and 140 lb down and 48 lb up at 18-0-12, and 140 lb down and 48 lb up at 18-9-8 on top chord, and 381 lb down at 6-0-0, 67 lb down at 8-0-12, 67 lb down at 10-0-12, 67 lb down at 12-0-12, 67 lb down at 14-0-12, 67 lb down at 16-0-12, and 67 lb down at 18-0-12, and 381 lb down at 18-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-7=-60, 7-10=-60, 2-9=-20 Concentrated Loads (lb) Vert: 4=-112(B) 7=-112(B) 16=-381(B) 14=-43(B) 12=-381(B) 18=-112(B) 19=-112(B) 21=-112(B) 22=-112(B) 24=-112(B) 25=-112(B) 26=-43(B) 27=-43(B) 28=-43(B) 29=-43(B) 30=-43(B) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss C02 Truss Type Roof Special Qty 1 Ply 1 Caress Res Job Reference (optional) I44790555 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:05 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-uG?VOzfvP3HGqX5b_xhHxedByXz54lAIrQxB8izlx1O Scale = 1:47.3 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 18 19 20 21 22 23 4x8 4x4 5x9 5x9 5x6 3x6 4x6 1.5x4 4x4 4x8 1.5x4 5x6 3x4 3x4 4-4-84-4-8 6-9-82-5-0 10-5-03-7-8 16-9-86-4-8 24-9-88-0-0 -1-10-8 1-10-8 4-4-8 4-4-8 6-9-8 2-5-0 10-5-0 3-7-8 16-9-8 6-4-8 24-9-8 8-0-0 26-8-0 1-10-8 0-8-02-1-83-4-00-8-03-4-04.00 12 Plate Offsets (X,Y)-- [2:0-3-13,0-1-13], [4:0-5-8,0-2-0], [6:0-4-8,0-2-0], [7:0-6-0,0-2-8], [9:0-3-13,0-1-13] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.93 0.51 0.26 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.14 -0.28 0.08 (loc) 11-12 9-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 94 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-3-15, Right 2x4 SPF No.2 -t 4-2-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 4-5, 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 9=0-5-8 Max Horz 2=27(LC 15) Max Uplift 2=-24(LC 16), 9=-24(LC 16) Max Grav 2=1293(LC 41), 9=1336(LC 41) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2220/21, 4-5=-2677/33, 5-6=-2192/41, 6-7=-2092/45, 7-9=-2163/26 BOT CHORD 2-15=0/1954, 14-15=0/1958, 12-14=0/2720, 11-12=0/1892, 9-11=0/1884 WEBS 4-14=-24/938, 5-14=-545/41, 5-12=-812/18, 6-12=0/394, 7-12=-54/337, 7-11=0/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 26-8-0 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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 24 lb uplift at joint 2 and 24 lb uplift at joint 9. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss C03 Truss Type Roof Special Girder Qty 1 Ply 1 Caress Res Job Reference (optional) I44790556 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:07 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-qe7Fpfg9xgX_3rF_5Mjl03iZqLeBYdGbJkQICbzlx1M Scale = 1:47.3 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 5x9 5x6 4x4 4x8 4x6 4x6 2x4 4x6 4x4 3x4 4x8 3x4 3x4 2x4 3x6 2-4-82-4-8 4-9-82-5-0 8-7-43-9-12 12-5-03-9-12 14-9-82-4-8 19-7-114-10-3 24-9-85-1-13 -1-10-8 1-10-8 2-4-8 2-4-8 4-9-8 2-5-0 8-7-4 3-9-12 12-5-0 3-9-12 14-9-8 2-4-8 19-7-11 4-10-3 24-9-8 5-1-13 26-8-0 1-10-8 0-8-01-5-84-0-00-8-04-0-04.00 12 Plate Offsets (X,Y)-- [3:0-6-0,0-2-8], [7:0-5-4,0-2-0], [9:0-0-8,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.78 0.47 0.42 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.15 -0.26 0.05 (loc) 15 15 9 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 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-5 oc purlins, except 2-0-0 oc purlins (3-8-4 max.): 3-4, 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 9=0-5-8 Max Horz 2=-32(LC 62) Max Uplift 2=-12(LC 12), 9=-27(LC 12) Max Grav 2=1472(LC 37), 9=1489(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2368/0, 3-4=-3623/0, 4-5=-3084/0, 5-6=-2165/0, 6-7=-2011/0, 7-8=-2134/0, 8-9=-2699/0 BOT CHORD 2-17=0/2059, 16-17=0/2087, 15-16=0/3744, 13-15=0/2895, 12-13=0/1961, 11-12=0/2421, 9-11=0/2421 WEBS 3-16=0/1701, 4-16=-907/27, 4-15=-883/0, 5-15=0/409, 5-13=-1051/0, 6-13=0/492, 7-12=0/315, 8-12=-510/3 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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 12 lb uplift at joint 2 and 27 lb uplift at joint 9. 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) 94 lb down at 2-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss C03 Truss Type Roof Special Girder Qty 1 Ply 1 Caress Res Job Reference (optional) I44790556 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:07 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-qe7Fpfg9xgX_3rF_5Mjl03iZqLeBYdGbJkQICbzlx1M LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 6-7=-60, 7-10=-60, 2-9=-20 Concentrated Loads (lb) Vert: 17=-94(F) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss G01 Truss Type Monopitch Girder Qty 1 Ply 1 Caress Res Job Reference (optional) I44790557 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:30 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-f30yeWyaWkQjKNWOxhd8Sw9bzcY8R6T_bpV0Wmzlx1? Scale = 1:10.1 1 2 3 3x4 1.5x4 2x4 2-4-82-4-8 2-4-8 2-4-8 0-8-01-5-84.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.33 0.30 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 -0.00 (loc) 1 1 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=0-5-8, 3=Mechanical Max Horz 1=28(LC 9) Max Grav 1=958(LC 1), 3=80(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 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. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 1-3=-20 Concentrated Loads (lb) Vert: 1=-878 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ04 Truss Type Jack-Open Qty 33 Ply 1 Caress Res Job Reference (optional) I44790558 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:25 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-I6C3bouSiCoREcdR981zlsSjGbr_msEFRXnFrYzlx14 Scale = 1:16.2 1 2 5 6 7 8 3 4 3x6 6-0-06-0-0 -1-10-8 1-10-8 6-0-0 6-0-0 0-8-02-8-02-3-132-8-04.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.46 0.30 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.05 -0.11 0.02 (loc) 4-5 4-5 3 l/defl >999 >637 n/a L/d 240 180 n/a PLATES MT20 Weight: 17 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-5-8, 3=Mechanical, 4=Mechanical Max Horz 5=74(LC 16) Max Uplift 5=-37(LC 16), 3=-27(LC 16) Max Grav 5=382(LC 21), 3=172(LC 21), 4=107(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-329/148 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 5-11-4 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 lb uplift at joint 5 and 27 lb uplift at joint 3. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ06 Truss Type Jack-Open Qty 4 Ply 1 Caress Res Job Reference (optional) I44790559 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:26 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-nImRo8v4TWwHrlCdirZCI4?yT?DVVJUOgBXoN?zlx13 Scale = 1:9.8 1 2 5 6 3 4 3x6 2-2-02-2-0 -1-10-8 1-10-8 2-2-0 2-2-0 0-8-01-4-111-0-81-4-114.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.24 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) 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 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-5-8, 3=Mechanical, 4=Mechanical Max Horz 5=45(LC 16) Max Uplift 5=-59(LC 16), 3=-18(LC 20), 4=-5(LC 20) Max Grav 5=263(LC 21), 3=19(LC 21), 4=29(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 2-1-4 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 5, 18 lb uplift at joint 3 and 5 lb uplift at joint 4. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss V01 Truss Type Valley Qty 1 Ply 1 Caress Res Job Reference (optional) I44790560 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:38 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-QcVzKF2ceCRaHb7xPMm1ncUy3qHiJka9R3RRnIzlx0t Scale = 1:23.4 1 2 3 4 5 6 7 8 9 10 3x4 5x6 3x4 1.5x4 0-0-120-0-12 7-3-07-2-4 14-6-07-3-0 7-1-8 7-1-8 7-3-0 0-1-8 7-4-8 0-1-8 14-6-0 7-1-8 0-0-42-4-80-0-44.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.39 0.26 0.06 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=14-4-8, 3=14-4-8, 4=14-4-8 Max Horz 1=-17(LC 14) Max Uplift 1=-3(LC 16), 3=-3(LC 16) Max Grav 1=224(LC 20), 3=224(LC 21), 4=578(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-394/108 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 7-3-0, Exterior(2) 7-3-0 to 11-5-15, Interior(1) 11-5-15 to 13-6-11 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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 3 lb uplift at joint 1 and 3 lb uplift at joint 3. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss V02 Truss Type Valley Qty 1 Ply 1 Caress Res Job Reference (optional) I44790561 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:38 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-QcVzKF2ceCRaHb7xPMm1ncU0VqKtJkv9R3RRnIzlx0t Scale = 1:16.6 1 2 3 4 5 6 7 8 9 10 2x4 4x6 2x4 1.5x4 0-0-120-0-12 10-6-010-5-4 5-3-0 5-3-0 10-6-0 5-3-0 0-0-41-9-00-0-44.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.17 0.12 0.04 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=10-4-8, 3=10-4-8, 4=10-4-8 Max Horz 1=12(LC 15) Max Uplift 1=-2(LC 16), 3=-2(LC 16) Max Grav 1=152(LC 31), 3=152(LC 32), 4=394(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-269/91 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-11-5 to 3-11-5, Interior(1) 3-11-5 to 5-3-0, Exterior(2) 5-3-0 to 8-3-0, Interior(1) 8-3-0 to 9-6-11 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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 2 lb uplift at joint 1 and 2 lb uplift at joint 3. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss V03 Truss Type Valley Qty 1 Ply 1 Caress Res Job Reference (optional) I44790562 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:39 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-uo3MXb3EPVZRvli7z4IGJp1DzEe72BiJgjA_Jkzlx0s Scale: 1"=1' 1 2 3 2x4 3x4 2x4 0-0-120-0-12 6-6-06-5-4 3-3-0 3-3-0 6-6-0 3-3-0 0-0-41-1-00-0-44.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.06 0.18 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)1=6-4-8, 3=6-4-8 Max Horz 1=6(LC 15) Max Grav 1=185(LC 1), 3=185(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 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. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss V04 Truss Type Valley Qty 1 Ply 1 Caress Res Job Reference (optional) I44790563 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:40 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-M?ckkx4sAphIXvHJXnpVs1aO?e?LneySuNwYsBzlx0r Scale = 1:11.5 1 2 3 4 2x4 3x4 3x4 2x4 0-0-120-0-12 6-2-06-1-4 2-3-8 2-3-8 3-10-8 1-7-0 6-2-0 2-3-8 0-0-40-9-30-0-40-9-34.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-2-13], [3:0-2-0,0-2-13] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.04 0.12 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing.REACTIONS. (size)1=6-0-8, 4=6-0-8 Max Horz 1=-4(LC 14) Max Grav 1=195(LC 36), 4=195(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-319/126, 2-3=-299/124, 3-4=-319/126 BOT CHORD 1-4=-103/299 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 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) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss B01 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790564 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:49 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-MB1S1VSsA8GXv3tW2aOXIGzR14RkKQ0yAx3LZezlx1e Scale = 1:79.5 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 28 27 26 2524 23 22 21 20 19 18 17 29 30 31 32 33 34 35 36 37 38 3940 41 42 43 44 45 46 47 48 49 50 51 52 53 5455 56 57 58 6x10 4x8 5x6 4x6 6x12 MT20HS 3x6 4x4 5x9 4x8 4x8 4x8 5x9 5x9 5x9 3x6 4x8 7x12 MT18HS 4x6 3-1-133-1-13 6-0-02-10-3 10-9-154-9-15 15-6-34-8-3 20-2-64-8-3 24-10-104-8-3 29-6-134-8-3 34-3-14-8-3 39-1-04-9-15 41-11-32-10-3 45-1-03-1-13 -1-10-8 1-10-8 3-1-13 3-1-13 6-0-0 2-10-3 10-9-15 4-9-15 15-6-3 4-8-3 20-2-6 4-8-3 24-10-10 4-8-3 29-6-13 4-8-3 34-3-1 4-8-3 39-1-0 4-9-15 41-11-3 2-10-3 45-1-0 3-1-13 46-11-8 1-10-8 0-8-02-8-00-8-02-8-04.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-14], [4:0-7-0,0-2-8], [8:0-4-0,Edge], [11:0-4-0,Edge], [15:0-0-0,0-0-14], [20:0-4-8,0-0-0], [26:0-4-0,0-2-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.99 0.74 0.66 DEFL. Vert(LL) Vert(CT) Horz(CT) in -1.08 -1.92 0.23 (loc) 22-23 22-23 15 l/defl >496 >279 n/a L/d 240 180 n/a PLATES MT20 MT20HS MT18HS Weight: 477 lb FT = 20% GRIP 197/144 187/143 244/190 LUMBER- TOP CHORD 2x4 SP DSS *Except* 1-4,13-16: 2x4 SPF 1650F 1.5E BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-13 oc purlins, except 2-0-0 oc purlins (2-4-4 max.): 4-13. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)2=0-5-8, 15=0-3-8 Max Horz 2=26(LC 11) Max Grav 2=3722(LC 32), 15=3662(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-8015/0, 3-4=-9452/0, 4-5=-13845/0, 5-6=-13844/0, 6-7=-18703/0, 7-9=-18703/0, 9-10=-17091/0, 10-12=-17091/0, 12-13=-9017/0, 13-14=-9335/0, 14-15=-8096/0 BOT CHORD 2-28=0/7257, 27-28=0/7257, 26-27=0/8982, 24-26=0/17304, 23-24=0/17304, 22-23=0/18915, 21-22=0/18915, 19-21=0/13977, 18-19=0/13977, 17-18=0/7365, 15-17=0/7365 WEBS 3-28=-430/25, 3-27=0/1878, 4-27=0/314, 4-26=0/5380, 5-26=-628/100, 6-26=-3851/0, 6-24=0/443, 6-23=0/1557, 7-23=-559/90, 9-22=0/442, 9-21=-2031/0, 10-21=-571/86, 12-21=0/3466, 12-19=0/368, 12-18=-5522/0, 13-18=0/2489, 14-18=0/1635, 14-17=-347/27 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 0-4-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are MT20 plates unless otherwise indicated. 10) All plates are 2x4 MT20 unless otherwise indicated. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss B01 Truss Type Hip Girder Qty 1 Ply 2 Caress Res Job Reference (optional) I44790564 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:50 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-qNbqFrTVxSOOXDSibHvmqUVcnUnz3tF5Obou64zlx1d NOTES- 12) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 140 lb down and 49 lb up at 6-0-0, 140 lb down and 48 lb up at 7-0-4, 140 lb down and 48 lb up at 9-0-4, 140 lb down and 48 lb up at 11-0-4, 140 lb down and 48 lb up at 13-0-4, 140 lb down and 48 lb up at 15-0-4, 140 lb down and 48 lb up at 17-0-4, 140 lb down and 48 lb up at 19-0-4, 140 lb down and 48 lb up at 21-0-4, 140 lb down and 48 lb up at 23-0-4, 140 lb down and 48 lb up at 25-0-4, 140 lb down and 48 lb up at 27-0-4, 140 lb down and 48 lb up at 29-0-4, 140 lb down and 48 lb up at 31-0-4, 140 lb down and 48 lb up at 33-0-4, 140 lb down and 48 lb up at 35-0-4, and 140 lb down and 48 lb up at 37-0-4, and 140 lb down and 49 lb up at 39-1-0 on top chord, and 381 lb down at 6-0-0, 67 lb down at 7-0-4, 67 lb down at 9-0-4, 67 lb down at 11-0-4, 67 lb down at 13-0-4, 67 lb down at 15-0-4, 67 lb down at 17-0-4, 67 lb down at 19-0-4, 67 lb down at 21-0-4, 67 lb down at 23-0-4, 67 lb down at 25-0-4, 67 lb down at 27-0-4, 67 lb down at 29-0-4, 67 lb down at 31-0-4, 67 lb down at 33-0-4, 67 lb down at 35-0-4, and 67 lb down at 37-0-4, and 381 lb down at 39-0-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-13=-60, 13-16=-60, 2-15=-20 Concentrated Loads (lb) Vert: 4=-112(F) 13=-112(F) 25=-43(F) 27=-381(F) 26=-43(F) 5=-112(F) 22=-43(F) 9=-112(F) 18=-381(F) 29=-112(F) 30=-112(F) 32=-112(F) 33=-112(F) 34=-112(F) 35=-112(F) 36=-112(F) 38=-112(F) 40=-112(F) 41=-112(F) 42=-112(F) 43=-112(F) 44=-112(F) 45=-112(F) 46=-43(F) 47=-43(F) 48=-43(F) 49=-43(F) 50=-43(F) 51=-43(F) 52=-43(F) 53=-43(F) 54=-43(F) 55=-43(F) 56=-43(F) 57=-43(F) 58=-43(F) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss B02 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790565 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:51 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-IZ9CSAU7imWF8N1v9?Q?Nh2uOu5FoG0FdFYSeWzlx1c Scale = 1:79.5 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 18 19 20 21 22 23 24 25 26 27 28 6x6 4x6 6x6 4x8 5x12 MT18HS WB4x6 4x6 3x6 4x4 3x6 4x6 4x6 5x12 MT18HS WB 4x8 8-0-08-0-0 17-8-59-8-5 27-4-119-8-5 37-1-09-8-5 45-1-08-0-0 -1-10-8 1-10-8 8-0-0 8-0-0 15-3-4 7-3-4 22-6-8 7-3-4 29-9-12 7-3-4 37-1-0 7-3-4 45-1-0 8-0-0 46-11-8 1-10-8 0-8-03-4-00-8-03-4-04.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-14], [9:0-0-0,0-0-14] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.55 0.87 0.95 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.97 -1.64 0.38 (loc) 13-14 13-14 9 l/defl >552 >327 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 233 lb FT = 20% GRIP 197/144 244/190 LUMBER- TOP CHORD 2x6 SP DSS BOT CHORD 2x4 SP DSS WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-15 oc purlins, except 2-0-0 oc purlins (2-7-6 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-16, 7-11 REACTIONS. (size)2=0-5-8, 9=0-3-8 Max Horz 2=-32(LC 14) Max Uplift 2=-15(LC 16), 9=-13(LC 16) Max Grav 2=2130(LC 36), 9=2123(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5336/192, 3-4=-5030/209, 4-5=-8428/243, 5-7=-8441/244, 7-8=-5069/211, 8-9=-5371/194 BOT CHORD 2-16=-115/4960, 14-16=-198/7990, 13-14=-226/8990, 11-13=-202/8010, 9-11=-115/4999 WEBS 3-16=0/1418, 4-16=-3206/147, 4-14=0/691, 5-14=-659/97, 5-13=-644/96, 7-13=0/680, 7-11=-3184/146, 8-11=0/1410 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-7-10, Interior(1) 2-7-10 to 8-0-0, Exterior(2) 8-0-0 to 14-4-8, Interior(1) 14-4-8 to 37-1-0, Exterior(2) 37-1-0 to 43-5-8, Interior(1) 43-5-8 to 46-11-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint 2 and 13 lb uplift at joint 9. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss B03 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790566 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:53 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-EyHztsVNENmzOhBHHQTTS677?hqmGFsX5Z1YiPzlx1a Scale = 1:84.6 1 2 3 4 5 6 7 8 9 10 11 12 13 15 21 20 19 18 17 16 22 23 24 25 26 27 28 29 14 5x9 4x8 5x9 5x9 3x12 MT18HS 6x12 MT20HS4x8 2x4 3x6 3x6 3x6 3x6 3x6 4x8 2x4 5x9 3x12 MT18HS 6x12 MT20HS 10-0-010-0-0 18-4-58-4-5 26-8-118-4-5 35-1-08-4-5 45-1-010-0-0 -1-10-8 1-10-8 5-1-12 5-1-12 10-0-0 4-10-4 16-3-4 6-3-4 22-6-8 6-3-4 28-9-12 6-3-4 35-1-0 6-3-4 39-11-4 4-10-4 45-1-0 5-1-12 46-9-0 1-8-0 46-11-8 0-2-8 0-8-04-0-00-3-110-2-60-0-84-0-04.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-3-5], [5:0-4-8,0-2-0], [8:0-4-0,Edge], [10:0-4-8,0-2-0], [13:0-0-0,0-3-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.99 0.67 0.54 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.78 -1.36 0.30 (loc) 18-19 18-19 14 l/defl >697 >399 n/a L/d 240 180 n/a PLATES MT20 MT20HS MT18HS Weight: 196 lb FT = 20% GRIP 197/144 187/143 197/144 LUMBER- TOP CHORD 2x4 SP DSS *Except* 5-8,8-10: 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SP DSS WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-7-6, Right 2x4 SPF No.2 -t 2-7-6 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-7-12 oc purlins, except 2-0-0 oc purlins (2-1-10 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-21, 9-16 REACTIONS. (size)2=0-5-8, 13=0-3-8, 14=0-1-8 Max Horz 2=40(LC 15) Max Uplift 2=-10(LC 16), 14=-207(LC 36) Max Grav 2=1999(LC 36), 13=2254(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4606/285, 4-5=-4841/206, 5-6=-4635/214, 6-7=-6629/251, 7-9=-6612/251, 9-10=-4581/214, 10-11=-4783/207, 11-13=-4463/290 BOT CHORD 2-21=-229/4229, 19-21=-176/6383, 18-19=-193/6942, 16-18=-176/6356, 13-16=-225/4071 WEBS 4-21=-255/389, 5-21=0/1108, 6-21=-2043/118, 6-19=0/502, 7-19=-419/65, 7-18=-442/63, 9-18=0/522, 9-16=-2074/114, 10-16=0/1079, 11-16=-194/501 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-7-10, Interior(1) 2-7-10 to 10-0-0, Exterior(2) 10-0-0 to 16-3-4, Interior(1) 16-3-4 to 35-1-0, Exterior(2) 35-1-0 to 41-5-8, Interior(1) 41-5-8 to 46-11-8 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 14. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 lb uplift at joint 2 and 207 lb uplift at joint 14. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 14. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss B04 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790567 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:55 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-BLOjIYXdm_0hd?KgOrVxXXCdYVZek9XqYtWfnIzlx1Y Scale = 1:78.7 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 27 28 29 30 6x8 4x6 6x6 4x8 4x8 6x6 4x4 2x4 4x4 5x9 2x4 2x4 4x8 4x8 4x4 2x4 8x8 WB 6-1-126-1-12 12-0-05-10-4 19-0-157-0-15 26-0-16-11-3 33-1-07-0-15 38-11-45-10-4 45-1-06-1-12 -1-10-8 1-10-8 6-1-12 6-1-12 12-0-0 5-10-4 19-0-15 7-0-15 26-0-1 6-11-3 33-1-0 7-0-15 38-11-4 5-10-4 45-1-0 6-1-12 0-8-04-8-00-8-04-8-04.00 12 Plate Offsets (X,Y)-- [4:0-5-12,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.35 0.39 0.53 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.36 -0.64 0.16 (loc) 14-15 14-15 10 l/defl >999 >841 n/a L/d 240 180 n/a PLATES MT20 Weight: 281 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins, except 2-0-0 oc purlins (3-4-3 max.): 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-12 REACTIONS. (size)10=0-3-8, 2=0-5-8 Max Horz 2=46(LC 15) Max Uplift 2=-16(LC 16) Max Grav 10=1889(LC 37), 2=2093(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4613/238, 3-4=-4518/237, 4-5=-5636/270, 5-7=-5636/270, 7-8=-4332/236, 8-9=-4543/229, 9-10=-4676/237 BOT CHORD 2-18=-190/4274, 17-18=-190/4274, 15-17=-128/4280, 14-15=-160/5646, 12-14=-160/5646, 11-12=-186/4351, 10-11=-186/4351 WEBS 3-17=-655/64, 4-17=0/403, 4-15=-72/1577, 5-15=-676/120, 7-14=0/269, 7-12=-1537/67, 8-12=0/996, 9-12=-761/74 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-7-10, Interior(1) 2-7-10 to 12-0-0, Exterior(2) 12-0-0 to 18-4-8, Interior(1) 18-4-8 to 33-1-0, Exterior(2) 33-1-0 to 39-5-8, Interior(1) 39-5-8 to 44-11-4 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 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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 16 lb uplift at joint 2. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss B05 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790568 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:56 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-fXy5VuYFXI8YF8vsyY0A4llnHvowTWT_nXFDJkzlx1X Scale = 1:80.2 1 2 3 4 5 6 7 8 9 10 11 18 17 16 15 14 13 12 19 20 21 22 23 24 25 26 27 28 29 30 4x6 6x6 4x6 6x6 4x8 4x8 3x12 MT18HS 4x4 2x4 4x8 4x4 3x6 4x4 4x8 4x4 2x4 3x12 MT18HS 7-1-127-1-12 14-0-06-10-4 22-6-88-6-8 31-1-08-6-8 37-11-46-10-4 45-1-07-1-12 -1-10-8 1-10-8 7-1-12 7-1-12 14-0-0 6-10-4 19-8-5 5-8-5 25-4-11 5-8-5 31-1-0 5-8-5 37-11-4 6-10-4 45-1-0 7-1-12 0-8-05-4-00-8-05-4-04.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-2], [11:0-0-0,0-1-2] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.35 0.83 0.93 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.37 -0.73 0.28 (loc) 15 13-15 11 l/defl >999 >738 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 226 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x6 SP DSS BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-7-2 oc purlins, except 2-0-0 oc purlins (3-11-4 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)11=0-3-8, 2=0-5-8 Max Horz 2=52(LC 15) Max Uplift 2=-16(LC 16) Max Grav 11=2012(LC 37), 2=2205(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4678/228, 3-5=-3966/229, 5-6=-3766/240, 6-8=-4520/237, 8-9=-3782/232, 9-10=-3982/221, 10-11=-4754/225 BOT CHORD 2-18=-174/4261, 17-18=-174/4261, 15-17=-132/4469, 13-15=-134/4475, 12-13=-168/4371, 11-12=-168/4371 WEBS 3-18=0/279, 3-17=-878/72, 5-17=0/853, 6-17=-943/81, 8-13=-930/76, 9-13=0/861, 10-13=-968/79, 10-12=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-7-10, Interior(1) 2-7-10 to 14-0-0, Exterior(2) 14-0-0 to 20-4-8, Interior(1) 20-4-8 to 31-1-0, Exterior(2) 31-1-0 to 37-5-8, Interior(1) 37-5-8 to 44-11-4 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 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 2. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss B06 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790569 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:47:58 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-bv4swaZW3vOGUS3F3z2e9Aq5fiT2xYvGErkJOczlx1V Scale = 1:80.1 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 22 23 24 25 26 4x6 6x8 6x8 4x6 5x9 3x12 MT18HS 4x4 2x4 3x6 4x8 2x4 3x6 4x4 2x4 5x9 3x12 MT18HS 8-1-128-1-12 16-0-07-10-4 22-6-86-6-8 29-1-06-6-8 36-11-47-10-4 45-1-08-1-12 -1-10-8 1-10-8 8-1-12 8-1-12 16-0-0 7-10-4 22-6-8 6-6-8 29-1-0 6-6-8 36-11-4 7-10-4 45-1-0 8-1-12 0-8-06-0-00-8-06-0-04.00 12 Plate Offsets (X,Y)-- [5:0-5-4,0-3-0], [7:0-5-4,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.49 0.92 0.43 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.35 -0.65 0.29 (loc) 14 11-13 10 l/defl >999 >822 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 227 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x6 SP DSS BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-1 oc purlins, except 2-0-0 oc purlins (4-3-10 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 10-11. WEBS 1 Row at midpt 3-15, 7-14, 9-13 REACTIONS. (size)2=0-5-8, 10=0-3-8 Max Horz 2=59(LC 15) Max Uplift 2=-16(LC 16) Max Grav 2=2267(LC 37), 10=2126(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5007/220, 3-5=-3822/230, 5-6=-3748/253, 6-7=-3748/253, 7-9=-3839/221, 9-10=-5095/216 BOT CHORD 2-17=-162/4598, 15-17=-162/4598, 14-15=-94/3520, 13-14=-80/3535, 11-13=-155/4677, 10-11=-155/4677 WEBS 3-17=0/339, 3-15=-1166/72, 5-15=0/561, 5-14=-56/612, 6-14=-676/113, 7-14=-51/599, 7-13=0/584, 9-13=-1236/78, 9-11=0/344 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-7-10, Interior(1) 2-7-10 to 16-0-0, Exterior(2) 16-0-0 to 22-6-8, Interior(1) 22-6-8 to 29-1-0, Exterior(2) 29-1-0 to 35-5-8, Interior(1) 35-5-8 to 44-11-4 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 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 2. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss B07 Truss Type Hip Qty 1 Ply 1 Caress Res Job Reference (optional) I44790570 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:01 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-?Um_ZbcOLqmqLwoql5cLnoSfIwT?8mqjwoz_?xzlx1S Scale = 1:80.1 1 2 3 4 5 6 7 8 9 10 11 12 18 17 16 15 14 13 19 20 21 22 2324 25 26 27 28 29 30 31 32 4x6 6x6 6x6 4x6 5x9 3x12 MT18HS3x6 2x4 4x4 4x8 4x4 4x8 4x4 3x6 2x4 5x9 3x12 MT18HS 9-1-129-1-12 18-0-08-10-4 27-1-09-1-0 35-11-48-10-4 45-1-09-1-12 -1-10-8 1-10-8 6-2-5 6-2-5 12-1-3 5-10-13 18-0-0 5-10-13 22-6-8 4-6-8 27-1-0 4-6-8 32-11-13 5-10-13 38-10-11 5-10-13 45-1-0 6-2-5 0-8-06-8-00-8-06-8-04.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.27 0.97 0.99 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.44 -0.77 0.30 (loc) 15-16 15-16 12 l/defl >999 >695 n/a L/d 240 180 n/a PLATES MT20 MT18HS Weight: 235 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x6 SP DSS BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3 , Right: 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except 2-0-0 oc purlins (4-6-8 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 9-15 REACTIONS. (size)2=0-5-8, 12=0-3-8 Max Horz 2=65(LC 15) Max Uplift 2=-16(LC 16) Max Grav 2=2310(LC 37), 12=2182(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5228/204, 3-5=-4905/186, 5-6=-3821/221, 6-7=-3553/230, 7-8=-3563/221, 8-9=-3832/212, 9-11=-4992/180, 11-12=-5326/215 BOT CHORD 2-18=-153/4791, 16-18=-142/4371, 15-16=-81/3575, 13-15=-131/4405, 12-13=-152/4911 WEBS 5-18=0/408, 5-16=-1028/96, 6-16=0/809, 7-16=-339/152, 7-15=-324/171, 8-15=0/810, 9-15=-1058/97, 9-13=0/447, 11-13=-310/117 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=45ft; eave=6ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 2-7-10, Interior(1) 2-7-10 to 18-0-0, Exterior(2) 18-0-0 to 24-4-8, Interior(1) 24-4-8 to 27-1-0, Exterior(2) 27-1-0 to 33-5-8, Interior(1) 33-5-8 to 44-11-4 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 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 lb uplift at joint 2. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss K01 Truss Type Flat Girder Qty 1 Ply 3 Caress Res Job Reference (optional) I44790571 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:37 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-yQxb6v2ztuJkgSYlsfFoEOyoFRwma2C0CPhuFszlx0u Scale = 1:32.5 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 19 20 21 22 23 24 25 4x6 6x6 4x6 5x6 6x10 2x4 6x8 2x4 4x8 2x4 2x4 5x9 2x4 5x6 6x10 10x12 4x6 3-0-123-0-12 6-1-83-0-12 9-4-03-2-8 12-6-83-2-8 15-5-82-11-0 18-2-82-9-0 18-8-00-5-8 3-0-12 3-0-12 6-1-8 3-0-12 9-4-0 3-2-8 12-6-8 3-2-8 15-5-8 2-11-0 18-2-8 2-9-0 18-8-0 0-5-8 4-0-01-2-04-0-0Plate Offsets (X,Y)-- [1:0-2-0,0-2-4], [8:0-3-8,0-5-0], [9:Edge,0-3-8], [10:0-2-8,0-1-8], [15:0-3-12,0-1-12] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.33 0.37 0.96 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.07 -0.14 0.05 (loc) 12 12 18 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 439 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SPF No.2 *Except* 1-16,8-9: 2x4 SP DSS OTHERS 2x6 SP DSS BRACING- TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-8, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)16=0-5-8, 18=0-5-8 Max Horz 16=-75(LC 8) Max Grav 16=7633(LC 1), 18=10598(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-7501/0, 1-2=-5682/0, 2-3=-5682/0, 3-4=-12919/0, 4-5=-12919/0, 5-7=-6931/0, 7-8=-6931/0, 9-17=0/424, 8-17=0/424 BOT CHORD 13-15=0/11256, 12-13=0/11256, 11-12=0/11329, 10-11=0/11329, 9-10=0/1377 WEBS 1-15=0/8826, 2-15=-392/94, 3-15=-8522/0, 3-12=0/2476, 4-12=-3521/0, 5-12=0/2368, 5-10=-6918/0, 7-10=-2595/0, 8-10=0/9375, 8-18=-10721/0 NOTES- 1) N/A 2) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 3) 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. 4) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 6) Provide adequate drainage to prevent water ponding. 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) 18 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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) 516 lb down and 98 lb up at 0-1-12, 245 lb down and 78 lb up at 2-0-12, and 286 lb down and 66 lb up at 4-0-12, and 2103 lb down and 33 lb up at 8-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss K01 Truss Type Flat Girder Qty 1 Ply 3 Caress Res Job Reference (optional) I44790571 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:37 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-yQxb6v2ztuJkgSYlsfFoEOyoFRwma2C0CPhuFszlx0u LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=-60, 9-16=-20 Concentrated Loads (lb) Vert: 1=-486 6=-1952 3=-3602 8=-2146 19=-213 20=-246 22=-2063 23=-2194 24=-1829 25=-2066 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ01C Truss Type Jack-Closed Qty 1 Ply 1 Caress Res Job Reference (optional) I44790572 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:22 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-uXXwznsZPHQsM8vsT?UG7EqD3OrLZURplaZbEDzlx17 Scale = 1:16.3 1 2 3 4 8 7 6 5 9 4x6 1.5x4 3x6 1.5x4 4x8 5-0-05-0-0 7-0-02-0-0 5-0-0 5-0-0 7-0-0 2-0-0 0-8-02-4-04.00 12 Plate Offsets (X,Y)-- [2:0-5-0,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.39 0.17 0.07 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.03 0.00 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=0-5-8, 6=Mechanical Max Horz 8=55(LC 13) Max Uplift 6=-3(LC 13) Max Grav 8=360(LC 33), 6=296(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-317/78, 1-2=-352/40 BOT CHORD 7-8=-49/265, 6-7=-45/272 WEBS 2-6=-429/37 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-0-0 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 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 6. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ01D Truss Type Jack-Closed Girder Qty 2 Ply 1 Caress Res Job Reference (optional) I44790573 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:23 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-Mj5IA7tBAbYj_IT21j?VgRNOvnBMIwjy_EI8mgzlx16 Scale = 1:16.8 1 2 3 4 5 6 9 8 7 10 11 12 4x8 1.5x4 3x6 4x4 3x4 1.5x4 3-0-03-0-0 7-0-04-0-0 -1-10-8 1-10-8 3-0-0 3-0-0 7-0-0 4-0-0 0-8-01-8-04.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-0-5], [4:0-5-0,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.39 0.19 0.13 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 0.00 (loc) 8-9 8-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 1-7-4 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.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=Mechanical, 2=0-5-8 Max Horz 2=41(LC 9) Max Uplift 8=-5(LC 9), 2=-31(LC 12) Max Grav 8=409(LC 29), 2=576(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-524/0 BOT CHORD 2-9=0/443, 8-9=0/461 WEBS 4-8=-491/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 8 and 31 lb uplift at joint 2. 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) 18 lb down and 19 lb up at 3-0-0, and 26 lb down and 19 lb up at 5-0-12 on top chord, and 95 lb down and 17 lb up at 3-0-0, and 17 lb down and 10 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on page 2 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ01D Truss Type Jack-Closed Girder Qty 2 Ply 1 Caress Res Job Reference (optional) I44790573 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:23 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-Mj5IA7tBAbYj_IT21j?VgRNOvnBMIwjy_EI8mgzlx16 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-5=-60, 5-6=-60, 2-7=-20 Concentrated Loads (lb) Vert: 9=-95(F) 12=-0(F) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss HR01 Truss Type Diagonal Hip Girder Qty 2 Ply 1 Caress Res Job Reference (optional) I44790574 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:30 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-f30yeWyaWkQjKNWOxhd8Sw9aScbNR6T_bpV0Wmzlx1? Scale = 1:12.8 1 2 3 4 7 6 5 8 5x6 2x4 1.5x4 4-1-74-1-7 -2-7-13 2-7-13 4-1-7 4-1-7 0-8-01-7-102.83 12 Plate Offsets (X,Y)-- [7:0-2-8,0-2-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.43 0.10 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-1-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)7=0-7-6, 6=Mechanical Max Horz 7=44(LC 13) Max Uplift 7=-97(LC 12) Max Grav 7=385(LC 21), 6=123(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-333/354 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -2-7-13 to 1-7-1, Exterior(2) 1-7-1 to 4-1-7 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 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 7. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ02 Truss Type Jack-Open Qty 4 Ply 1 Caress Res Job Reference (optional) I44790575 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:24 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-qwfhOTtqxvgacS2FbQWkCfvcFBY11P_5Dt2hJ6zlx15 Scale = 1:11.2 1 2 5 6 7 8 3 4 3x6 3-0-03-0-0 -1-10-8 1-10-8 3-0-0 3-0-0 0-8-01-8-01-3-131-8-04.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.22 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-5-8, 3=Mechanical, 4=Mechanical Max Horz 5=51(LC 16) Max Uplift 5=-51(LC 16), 3=-7(LC 16) Max Grav 5=278(LC 21), 3=58(LC 21), 4=47(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 2-11-4 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 lb uplift at joint 5 and 7 lb uplift at joint 3. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss EJ01B Truss Type Jack-Closed Qty 1 Ply 1 Caress Res Job Reference (optional) I44790576 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:21 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-QLzYlRrxe_I?l_KgwIz1b0H2z_UOq2RfXwp1inzlx18 Scale = 1:17.3 1 2 3 4 5 6 9 8 7 10 1.5x4 3x6 3x4 3x4 1.5x4 4x8 5-0-05-0-0 7-0-02-0-0 -1-10-8 1-10-8 5-0-0 5-0-0 7-0-0 2-0-0 0-8-02-4-04.00 12 Plate Offsets (X,Y)-- [2:0-2-5,0-0-5], [4:0-5-0,0-2-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-P 0.42 0.22 0.05 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.02 -0.05 0.00 (loc) 2-9 2-9 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -t 2-7-14 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)8=Mechanical, 2=0-5-8 Max Horz 2=59(LC 13) Max Uplift 8=-2(LC 13), 2=-41(LC 16) Max Grav 8=291(LC 33), 2=569(LC 34) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-341/4 WEBS 4-8=-335/12 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 7-0-0 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 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2 lb uplift at joint 8 and 41 lb uplift at joint 2. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss HR02 Truss Type Diagonal Hip Girder Qty 2 Ply 1 Caress Res Job Reference (optional) I44790577 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:31 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-7GaKsszDH2YayX5bVO8N?7ilC0wsAZL7qTEZ2Czlx1_ Scale = 1:15.4 1 2 3 4 5 9 8 7 6 10 5x6 1.5x4 3x6 3x4 1.5x4 2-9-32-9-3 5-6-62-9-3 -2-7-13 2-7-13 2-9-3 2-9-3 5-6-6 2-9-3 0-8-01-11-102.83 12 Plate Offsets (X,Y)-- [9:0-2-8,0-2-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.43 0.15 0.02 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.01 0.00 (loc) 8 8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)9=0-7-6, 7=Mechanical Max Horz 9=53(LC 9) Max Uplift 9=-90(LC 8) Max Grav 9=425(LC 17), 7=203(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-357/97 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Bearing at joint(s) 9 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 90 lb uplift at joint 9. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 10 lb up at 2-9-8, and 49 lb down and 10 lb up at 2-9-8 on top chord, and 12 lb down and 15 lb up at 2-9-8, and 12 lb down and 15 lb up at 2-9-8 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 8=7(F=3, B=3)February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss J01 Truss Type Jack-Open Qty 16 Ply 1 Caress Res Job Reference (optional) I44790578 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:35 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-01prhD0jLH30Q8OMkEDK9zsUCdIg6Nijl5CnAzzlx0w Scale = 1:9.4 1 2 5 6 3 4 3x6 1-10-151-10-15 -1-10-8 1-10-8 1-10-15 1-10-15 0-8-01-3-104.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.24 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) 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: 7 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 1-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-5-8, 3=Mechanical, 4=Mechanical Max Horz 5=44(LC 16) Max Uplift 5=-62(LC 16), 3=-26(LC 20), 4=-9(LC 20) Max Grav 5=262(LC 21), 3=8(LC 24), 4=25(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 1-10-13 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 5, 26 lb uplift at joint 3 and 9 lb uplift at joint 4. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss HR03 Truss Type Diagonal Hip Girder Qty 6 Ply 1 Caress Res Job Reference (optional) I44790579 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:32 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-bS7i3C_r2MgRZgfn36gdXLFvgQFPv?BH27_7aezlx0z Scale = 1:20.3 1 2 3 4 5 9 8 7 6 10 11 12 13 14 6x6 3x4 3x6 3x4 1.5x4 4-2-34-2-3 8-4-54-2-3 -2-7-13 2-7-13 4-2-3 4-2-3 8-4-5 4-2-3 0-8-02-7-102.83 12 Plate Offsets (X,Y)-- [9:0-2-8,0-3-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-S 0.45 0.25 0.11 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.03 -0.05 0.00 (loc) 8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)9=0-7-6, 7=Mechanical Max Horz 9=72(LC 40) Max Uplift 9=-83(LC 8) Max Grav 9=531(LC 17), 7=365(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-454/99, 2-3=-462/0 BOT CHORD 8-9=0/408, 7-8=0/408 WEBS 3-7=-376/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Bearing at joint(s) 9 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 83 lb uplift at joint 9. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 49 lb down and 10 lb up at 2-9-8, 49 lb down and 10 lb up at 2-9-8, and 49 lb down and 34 lb up at 5-7-7, and 49 lb down and 34 lb up at 5-7-7 on top chord, and 12 lb down and 15 lb up at 2-9-8, 12 lb down and 15 lb up at 2-9-8, and 19 lb down and 6 lb up at 5-7-7, and 19 lb down and 6 lb up at 5-7-7 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 + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss HR03 Truss Type Diagonal Hip Girder Qty 6 Ply 1 Caress Res Job Reference (optional) I44790579 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:33 2021 Page 2 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-3eh4GY_TpfoIBqEzdpBs4Yn4QpaeeSRQHnjg65zlx0y LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 12=-18(F=-9, B=-9) 13=7(F=3, B=3) 14=-7(F=-4, B=-4) 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss J02 Truss Type Jack-Open Qty 12 Ply 1 Caress Res Job Reference (optional) I44790580 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:35 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-01prhD0jLH30Q8OMkEDK9zsUUdIP6Nijl5CnAzzlx0w Scale = 1:12.7 1 2 5 6 7 8 3 4 3x6 3-10-153-10-15 -1-10-8 1-10-8 3-10-15 3-10-15 0-8-01-11-101-7-71-11-104.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.22 0.11 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.01 -0.02 -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 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)5=0-5-8, 3=Mechanical, 4=Mechanical Max Horz 5=58(LC 16) Max Uplift 5=-45(LC 16), 3=-14(LC 16) Max Grav 5=306(LC 21), 3=94(LC 21), 4=66(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-263/138 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Exterior(2) -1-10-8 to 1-1-8, Interior(1) 1-1-8 to 3-10-3 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 5 and 14 lb uplift at joint 3. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss HR04 Truss Type Diagonal Hip Girder Qty 2 Ply 1 Caress Res Job Reference (optional) I44790581 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:33 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-3eh4GY_TpfoIBqEzdpBs4Yn5ipcCeTDQHnjg65zlx0y Scale = 1:10.7 1 2 3 4 7 6 5 8 9 2x4 3x4 3x4 1.5x4 2-11-42-11-4 -2-7-13 2-7-13 2-11-4 2-11-4 0-8-01-4-52.83 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.43 0.09 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)7=0-7-6, 6=Mechanical Max Horz 7=42(LC 15) Max Uplift 7=-109(LC 12), 6=-31(LC 20) Max Grav 7=364(LC 21), 6=62(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-311/360 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -2-7-13 to 1-7-1, Exterior(2) 1-7-1 to 2-11-4 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 7 and 31 lb uplift at joint 6. February 12,2021 16023 Swingley Ridge RdChesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component available from Truss Plate Institute, 2670 Crain Highway, Suite 203 Waldorf, MD 20601Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 5/19/2020 BEFORE USE. Job 2100143-2100143A Truss HR07 Truss Type Diagonal Hip Girder Qty 1 Ply 1 Caress Res Job Reference (optional) I44790582 8.430 s Nov 30 2020 MiTek Industries, Inc. Fri Feb 12 08:48:34 2021 Page 1 84 Components (Franklin), Franklin, IN - 46131, ID:4VfR5qJFEAmaUVFCrbR3LZzrmyV-YrFTUt?5azx9p_pAAXi5cmKGSDyKNwTaWRTDeXzlx0x Scale = 1:11.2 1 2 3 4 7 6 5 8 9 5x6 3x4 1.5x4 3-2-133-2-13 -2-7-13 2-7-13 3-2-13 3-2-13 0-8-01-5-22.83 12 Plate Offsets (X,Y)-- [7:0-2-8,0-2-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2015/TPI2014 CSI. TC BC WB Matrix-R 0.43 0.10 0.00 DEFL. Vert(LL) Vert(CT) Horz(CT) in -0.00 -0.00 0.00 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (size)7=0-7-6, 6=Mechanical Max Horz 7=38(LC 13) Max Uplift 7=-105(LC 12), 6=-16(LC 20) Max Grav 7=367(LC 21), 6=74(LC 7) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-315/357 NOTES- 1) Wind: ASCE 7-10; Vult=115mph Vasd=91mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Enclosed; MWFRS (directional) and C-C Corner(3) -2-7-13 to 1-7-1, Exterior(2) 1-7-1 to 3-2-13 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) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 7 and 16 lb uplift at joint 6. February 12,2021 PRODUCT CODE APPROVALSLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.21.The design does not take into account any dynamic or other loads other than those expressly stated.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 5/19/2020edge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARING4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes *Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8WEBSTrusses are designed for wind loads in the plane of the truss unless otherwise shown.Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others.dimensions shown in ft-in-sixteenths