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HomeMy WebLinkAboutGN010.0- TRUSS DRAWINGS16023 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 Timberland Home Center-Brazil, IN. September 9,2019 Liu, Xuegang Pages or sheets covered by this seal: I38442851 thru I38443009 My license renewal date for the state of Indiana is July 31, 2020. 19-4547A WF57 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss A1 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442851 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:01 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-gnGCyXMG3JERpnzsIpyOjlWmhU0A2AS3LY6LJVyg5kS Scale = 1:67.6 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 18 19 20 21 22 23 24 25 26 27 8x8 4x4 3x4 4x4 6x8 6x8 2x4 2x4 2x4 3x10 6x8 8x8 4-3-84-3-8 11-3-87-0-0 18-0-66-8-14 23-11-05-10-10 -1-0-0 1-0-0 4-3-8 4-3-8 8-11-14 4-8-6 11-3-8 2-3-10 14-3-14 3-0-6 18-0-6 3-8-9 23-11-0 5-10-10 0-11-08-4-1411-6-02-0-010.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [4:0-6-0,0-1-12], [7:0-4-8,0-1-8], [12:0-2-12,0-2-12], [13:0-5-12,0-3-0], [14:0-1-12,0-0-14] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.83 0.59 0.70 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.41 0.17 (loc) 12-13 12-13 9 l/defl >999 >689 n/a L/d 240 180 n/a PLATES MT20 Weight: 157 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 2-6-11 oc purlins, except end verticals, and 2-0-0 oc purlins (5-4-14 max.): 4-6, 7-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 6-10, 7-9 REACTIONS.(lb/size)9=943/Mechanical, 14=1015/0-3-8 Max Horz 14=342(LC 14) Max Uplift 9=-131(LC 14), 14=-47(LC 14) Max Grav 9=1235(LC 35), 14=1429(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2748/391, 3-4=-2816/567, 4-5=-1087/136, 5-6=-1080/138, 6-7=-699/42, 8-9=-314/62, 2-14=-1483/247 BOT CHORD 13-14=-418/458, 12-13=-275/1018, 5-12=-337/82, 9-10=-70/455 WEBS 3-13=-550/220, 4-12=-22/370, 10-12=-172/920, 6-12=-142/454, 6-10=-1083/248, 7-10=-87/871, 7-9=-977/154, 4-13=-487/1647, 2-13=-200/1861 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-11-14, Exterior(2) 8-11-14 to 11-11-14, Interior(1) 11-11-14 to 18-0-6, Exterior(2) 18-0-6 to 21-0-6, Interior(1) 21-0-6 to 23-9-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 9. 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14. This connection is for uplift only and does not consider lateral forces. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss A2 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442852 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:03 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-dANzNDNWaxU8357FQE_soAbBRHgCW3EMpsbSONyg5kQ Scale = 1:67.6 1 2 3 4 5 6 7 8 14 13 12 11 10 9 1516 17 18 19 20 21 22 23 24 25 4x8 5x6 6x8 5x6 2x4 4x4 3x4 5x6 6x8 2x4 3x6 4x8 4x6 4-3-84-3-8 11-3-87-0-0 18-0-66-8-14 23-11-05-10-10 -1-0-0 1-0-0 4-3-8 4-3-8 11-4-10 7-1-2 16-8-10 5-4-0 18-0-6 1-3-12 23-11-0 5-10-10 0-11-010-4-1411-6-02-0-010.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12], [4:0-4-0,Edge], [7:0-3-0,0-2-1], [12:0-2-12,0-2-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.49 0.68 0.74 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.33 0.14 (loc) 12-13 12-13 9 l/defl >999 >852 n/a L/d 240 180 n/a PLATES MT20 Weight: 171 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* 6-7: 2x4 SPF No.2, 1-4: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-1 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6, 7-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 3-12, 6-10, 7-9 REACTIONS.(lb/size)9=943/Mechanical, 14=1015/0-3-8 Max Horz 14=340(LC 14) Max Uplift 9=-130(LC 14), 14=-48(LC 14) Max Grav 9=1283(LC 35), 14=1338(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2851/408, 3-5=-1360/125, 5-6=-851/166, 6-7=-601/69, 8-9=-302/61, 2-14=-1370/235 BOT CHORD 13-14=-387/415, 12-13=-565/2066, 5-12=0/289, 9-10=-70/482 WEBS 3-13=-169/794, 3-12=-1274/382, 10-12=-92/628, 6-12=-188/622, 6-10=-919/244, 7-10=-126/863, 7-9=-1043/155, 2-13=-248/2048 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-3-8, Exterior(2) 11-3-8 to 14-3-8, Interior(1) 14-3-8 to 18-0-6, Exterior(2) 18-0-6 to 21-0-6, Interior(1) 21-0-6 to 23-9-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 9. 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14. This connection is for uplift only and does not consider lateral forces. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss B1 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442853 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:05 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-ZZVjouPn6YksIPHeXf0KtbhQ55HL_1hfGA4ZSGyg5kO Scale = 1:73.7 12 3 4 5 6 7 8 9 10 11 12 17 16 15 14 13 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 3x6 6x8 6x8 3x6 5x10 4x6 4x8 4x4 2x4 3x10 2x4 4x4 2x4 5x10 4x6 4x8 9-3-129-3-12 18-4-09-0-4 27-4-49-0-4 36-8-09-3-12 -1-0-0 1-0-0 6-5-15 6-5-15 12-8-6 6-2-7 18-4-0 5-7-10 23-11-10 5-7-10 30-2-1 6-2-7 36-8-0 6-5-15 0-11-011-6-00-11-011-6-010.00 12 Plate Offsets (X,Y)-- [2:Edge,0-0-0], [6:0-6-4,0-2-0], [8:0-6-4,0-2-0], [12:Edge,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.93 0.96 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.49 0.14 (loc) 13-15 13-15 12 l/defl >999 >902 n/a L/d 240 180 n/a PLATES MT20 Weight: 193 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 6-8,9-12: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 - 2-6-0, Right 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-0-11 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-15 REACTIONS.(lb/size)2=1527/0-3-8, 12=1466/Mechanical Max Horz 2=216(LC 11) Max Uplift 2=-73(LC 14), 12=-56(LC 15) Max Grav 2=1905(LC 33), 12=1835(LC 39) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2348/189, 4-6=-2192/264, 6-7=-1523/238, 7-8=-1523/238, 8-10=-2187/269, 10-12=-2337/193 BOT CHORD 2-17=-127/1778, 15-17=-79/1332, 13-15=-0/1327, 12-13=-62/1705 WEBS 4-17=-521/239, 6-17=-117/800, 6-15=-107/546, 7-15=-728/143, 8-15=-108/546, 8-13=-116/794, 10-13=-515/235 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-8-0, Interior(1) 2-8-0 to 12-8-6, Exterior(2) 12-8-6 to 17-10-10, Interior(1) 17-10-10 to 23-11-10, Exterior(2) 23-11-10 to 29-1-13, Interior(1) 29-1-13 to 36-8-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 56 lb uplift at joint 12. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss B2 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442854 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:06 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-1l35?EQPtssjwZsq5MXZQoDbrVdajUxoVqp6?iyg5kN Scale = 1:73.0 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 3x6 6x8 6x8 3x6 5x10 4x6 4x8 4x4 2x4 3x10 2x4 4x4 2x4 5x10 4x6 4x8 9-3-129-3-12 18-4-09-0-4 27-4-49-0-4 36-8-09-3-12 6-5-15 6-5-15 12-8-6 6-2-7 18-4-0 5-7-10 23-11-10 5-7-10 30-2-1 6-2-7 36-8-0 6-5-15 0-11-011-6-00-11-011-6-010.00 12 Plate Offsets (X,Y)-- [1:Edge,0-0-0], [5:0-6-4,0-2-0], [7:0-6-4,0-2-0], [11:Edge,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.93 0.96 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.49 0.14 (loc) 14-16 14-16 11 l/defl >999 >890 n/a L/d 240 180 n/a PLATES MT20 Weight: 187 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5,7-8: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 2-6-0, Right 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except 2-0-0 oc purlins (4-0-10 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-14 REACTIONS.(lb/size)1=1467/0-3-8, 11=1467/0-3-8 Max Horz 1=-206(LC 12) Max Uplift 1=-56(LC 14), 11=-56(LC 15) Max Grav 1=1835(LC 38), 11=1835(LC 38) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2337/193, 3-5=-2187/269, 5-6=-1524/238, 6-7=-1524/238, 7-9=-2187/269, 9-11=-2337/193 BOT CHORD 1-16=-126/1774, 14-16=-79/1332, 12-14=-0/1327, 11-12=-64/1705 WEBS 3-16=-515/235, 5-16=-116/793, 5-14=-108/547, 6-14=-727/143, 7-14=-108/547, 7-12=-116/794, 9-12=-515/235 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-8-0, Interior(1) 3-8-0 to 12-8-6, Exterior(2) 12-8-6 to 17-10-10, Interior(1) 17-10-10 to 23-11-10, Exterior(2) 23-11-10 to 29-1-13, Interior(1) 29-1-13 to 36-8-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 11. This connection is for uplift only and does not consider lateral forces. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss B3 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442855 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:08 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-z8BsQwRfPT6R9s?DCna1VDJ?AILeBJM5y8ID3byg5kL Scale = 1:73.0 1 2 3 4 5 6 7 8 9 1011 19 18 17 16 15 14 13 12 24 25 26 27 28 29 30 31 32 33 34 4x6 2x4 5x6 6x8 3x6 3x6 3x4 4x4 3x6 3x4 3x6 4x4 6x8 8x8 6x8 2x4 5x10 4x6 6-5-156-5-15 12-8-66-2-7 20-1-07-4-10 28-2-128-1-12 36-8-08-5-4 2-7-3 2-7-3 7-7-13 5-0-10 12-8-6 5-0-10 20-1-0 7-4-10 23-11-10 3-10-10 30-2-1 6-2-7 36-8-0 6-5-15 37-8-0 1-0-0 2-2-010-7-011-6-00-11-011-6-010.00 12 Plate Offsets (X,Y)-- [4:0-6-4,0-2-0], [6:0-6-4,0-2-0], [10:Edge,0-0-0], [15:0-2-12,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.68 0.86 0.75 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.19 -0.43 0.15 (loc) 15-16 15-16 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 212 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 1-2,2-4: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Right 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-8 max.): 1-2, 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-14. 1 Row at midpt 5-15 WEBS 1 Row at midpt 4-15 REACTIONS.(lb/size)19=1460/Mechanical, 10=1522/0-3-8 Max Horz 19=-212(LC 10) Max Uplift 19=-59(LC 14), 10=-77(LC 15) Max Grav 19=1776(LC 35), 10=1896(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2612/170, 3-4=-2031/227, 4-5=-1574/228, 5-6=-1562/227, 6-8=-2228/275, 8-10=-2342/172 BOT CHORD 18-19=-157/2246, 16-18=-90/1838, 15-16=-59/1384, 5-15=-799/162, 10-12=-34/1687 WEBS 2-19=-2795/213, 2-18=-389/111, 3-18=0/315, 3-16=-711/175, 4-16=-48/823, 4-15=-123/360, 12-15=0/1240, 6-15=-123/841, 6-12=-175/629, 8-12=-540/252 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 2-7-3, Interior(1) 2-7-3 to 12-8-6, Exterior(2) 12-8-6 to 16-4-6, Interior(1) 16-4-6 to 23-11-10, Exterior(2) 23-11-10 to 27-7-10, Interior(1) 27-7-10 to 37-8-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint 19. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss B4 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442856 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:10 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-wWIcrcTvx4M9PA9bKCcVaeOIG60XfDYOQSnJ8Tyg5kJ Scale = 1:91.6 1 2 3 4 5 6 7 8 9 10 11 12 132625242322 21 20 19 18 16 17 15 14 27 28 29 30 31 32 33 34 35 36 37 38 39 40 3x4 5x8 5x8 5x6 8x8 3x6 4x8 4x6 2x4 2x4 4x6 6x8 4x6 4x8 2x4 3x4 5x10 3x10 3x10 8x8 5x8 2x4 4x6 5x8 2x4 3x6 5-0-0 5-0-0 12-8-6 7-8-6 20-1-0 7-4-10 22-4-8 2-3-8 29-2-1 6-9-9 34-4-8 5-2-7 35-6-0 1-1-8 35-8-9 0-2-9 36-8-0 0-11-7 5-0-0 5-0-0 8-10-3 3-10-3 12-8-6 3-10-3 20-1-0 7-4-10 22-4-8 2-3-8 23-11-10 1-7-2 29-2-1 5-2-7 34-4-8 5-2-7 35-6-0 1-1-8 36-8-0 1-2-0 37-8-0 1-0-0 3-2-09-7-011-6-00-11-01-11-011-6-010.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-3-4], [4:0-3-4,0-2-4], [7:0-6-4,0-2-0], [11:0-0-12,0-1-12], [12:0-2-14,0-2-0], [14:Edge,0-1-8], [16:0-2-12,0-2-0], [19:0-2-4,0-3-0], [22:0-6-4,0-4-8], [25:0-4-0,0-2-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.84 0.83 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.50 0.23 (loc) 23-25 23-25 14 l/defl >999 >877 n/a L/d 240 180 n/a PLATES MT20 Weight: 234 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-7: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 11-19: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-6-2 oc purlins, except end verticals, and 2-0-0 oc purlins (2-3-7 max.): 1-2, 4-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 20-21. 1 Row at midpt 5-22, 6-19 WEBS 1 Row at midpt 5-23 REACTIONS.(lb/size)26=1454/Mechanical, 14=1525/0-3-8 Max Horz 26=-232(LC 15) Max Uplift 26=-64(LC 14), 14=-82(LC 15) Max Grav 26=1772(LC 34), 14=1881(LC 35) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-1722/139, 1-2=-2420/148, 2-3=-3368/262, 3-4=-2074/222, 4-5=-1561/202, 5-6=-1752/224, 6-7=-1514/214, 7-9=-2782/318, 9-10=-2731/166, 10-11=-4205/182, 11-12=-1350/91, 12-14=-1765/148 BOT CHORD 23-25=-72/1887, 22-23=-22/1766, 5-22=-647/197, 6-19=-924/121, 18-19=0/1406, 16-18=-121/3320, 11-16=-105/2504 WEBS 1-25=-164/2804, 2-25=-2412/236, 3-25=-77/1304, 3-23=-768/167, 4-23=-35/974, 5-23=-342/116, 19-22=0/1438, 6-22=-139/1135, 7-18=-214/1233, 9-18=-671/246, 12-15=-28/985, 7-19=-84/655, 11-15=-1632/53, 15-16=-17/1121, 10-16=0/872, 10-18=-1368/143 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-9-12, Interior(1) 3-9-12 to 12-8-6, Exterior(2) 12-8-6 to 16-4-6, Interior(1) 16-4-6 to 23-11-10, Exterior(2) 23-11-10 to 27-7-10, Interior(1) 27-7-10 to 37-8-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 26. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14. This connection is for uplift only and does not consider lateral forces.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss B4 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442856 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:10 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-wWIcrcTvx4M9PA9bKCcVaeOIG60XfDYOQSnJ8Tyg5kJ NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss C1 Truss Type GABLE Qty 1 Ply 1 WF57 Job Reference (optional) I38442857 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:11 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Ois_3yUYiOU00Kknuv7k7sxexWYiOoxYe6Xtgwyg5kI Scale = 1:52.8 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 21 22 2x4 3x4 4x4 3x4 2x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 14-3-814-3-8 -1-0-0 1-0-0 7-1-12 7-1-12 14-3-8 7-1-12 15-3-8 1-0-0 1-1-08-2-121-1-012.00 12 Plate Offsets (X,Y)-- [16:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.14 0.07 0.25 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 11 10 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 78 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 14-3-8. (lb) - Max Horz 20=-158(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 12, 17, 18, 15, 14 except 20=-120(LC 10), 19=-153(LC 14), 13=-148(LC 15) Max Grav All reactions 250 lb or less at joint(s) 20, 12, 16, 17, 18, 19, 15, 14, 13 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 7-1-12, Corner(3) 7-1-12 to 10-1-12, Exterior(2) 10-1-12 to 15-3-8 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 17, 18, 15, 14 except (jt=lb) 20=120, 19=153, 13=148. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss C2 Truss Type Common Qty 2 Ply 1 WF57 Job Reference (optional) I38442858 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:12 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-svQMGIUATidteUJ_Rdezf3Tkuwng7HchtmGQCMyg5kH Scale = 1:53.7 1 2 3 4 5 6 7 8 17 18 19 20 21 22 23 24 5x12 MT20HS 5x6 5x12 MT20HS 5x6 2x4 4x6 7-1-127-1-12 14-3-87-1-12 -1-0-0 1-0-0 7-1-12 7-1-12 14-3-8 7-1-12 15-3-8 1-0-0 1-1-08-2-121-1-012.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [6:0-8-1,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.51 0.53 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.12 -0.16 0.07 (loc) 8-11 8-11 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 67 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x8 SP No.2 -H 2-6-0, Right 2x8 SP No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=632/0-3-8, 6=632/0-3-8 Max Horz 2=158(LC 13) Max Uplift 2=-37(LC 14), 6=-37(LC 15) Max Grav 2=677(LC 24), 6=677(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-625/124, 4-6=-625/124 BOT CHORD 2-8=0/411, 6-8=0/411 WEBS 4-8=0/410 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-1-12, Exterior(2) 7-1-12 to 10-1-12, Interior(1) 10-1-12 to 15-3-8 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss D1 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442859 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:14 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-oHY7hzWQ?JtbtnTMZ2hRkUZyXjMxb1X_L4lXHFyg5kF Scale = 1:102.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 17 18 16 15 29 30 31 32 33 34 35 36 37 38 39 40 41 42 4x4 6x8 8x12 MT20HS 3x10 8x8 6x8 6x10 3x6 4x6 2x4 2x4 5x8 6x10 4x8 4x8 2x4 3x4 3x6 4x4 4x8 2x4 8x10 5x8 4x8 5x8 2x4 3x6 5x8 0-9-4 0-9-4 4-9-4 4-0-0 12-8-6 7-11-2 20-6-9 7-10-2 28-4-11 7-10-2 30-4-8 1-11-13 37-2-1 6-9-9 42-4-8 5-2-7 43-4-8 1-0-0 43-8-9 0-4-1 44-8-0 0-11-7 3-2-5 3-2-5 4-9-4 1-6-15 12-8-6 7-11-2 20-6-9 7-10-2 28-4-11 7-10-2 30-4-8 1-11-13 31-11-10 1-7-2 37-2-1 5-2-7 42-4-8 5-2-7 43-4-8 1-0-0 44-8-0 1-3-8 3-6-1511-6-00-11-02-0-01-4-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [4:0-8-12,0-1-12], [9:0-6-4,0-2-0], [10:0-0-0,0-1-12], [10:0-4-0,Edge], [11:0-2-4,0-0-0], [13:0-5-4,0-2-4], [17:0-2-12,0-1-12], [20:0-3-8,0-3-0], [23:0-7-0 ,0-4-0], [28:0-4-0,0-2-6] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.95 0.99 0.71 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.68 0.52 (loc) 23-24 23-24 15 l/defl >999 >778 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 291 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 2-4,4-6,6-9: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 13-20,23-25: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-28: 2x10 SP No.2, 14-15: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (3-2-2 max.): 1-2, 4-9. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 1 Row at midpt 7-23, 8-20 WEBS 1 Row at midpt 2-28, 3-26, 5-24 REACTIONS.(lb/size)15=1764/0-3-8, 28=1763/0-9-4 Max Horz 28=-197(LC 10) Max Uplift 15=-48(LC 15), 28=-52(LC 14) Max Grav 15=2016(LC 35), 28=2154(LC 34) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4157/202, 3-4=-2954/226, 4-5=-2920/273, 5-7=-2920/273, 7-8=-2602/266, 8-9=-2240/251, 9-11=-3129/374, 11-12=-3072/227, 12-13=-4553/304, 13-14=-1402/101, 14-15=-1867/129 BOT CHORD 27-28=-302/2954, 26-27=-315/3235, 24-26=-156/2217, 23-24=-89/2620, 7-23=-1095/230, 8-20=-1836/174, 19-20=-31/2039, 17-19=-237/3588, 13-17=-188/2758 WEBS 2-28=-4112/183, 2-27=-102/1063, 3-27=-10/900, 3-26=-1539/281, 4-26=0/732, 4-24=-176/1084, 5-24=-1002/199, 7-24=-111/457, 20-23=0/2146, 8-23=-182/1985, 9-19=-220/1233, 11-19=-672/248, 14-16=-58/1041, 9-20=-125/1158, 20-29=-52/357, 13-16=-1789/117, 16-17=-62/1134, 12-17=0/904, 12-19=-1369/182 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-10 to 3-2-5, Interior(1) 3-2-5 to 12-8-6, Exterior(2) 12-8-6 to 17-2-0, Interior(1) 17-2-0 to 31-11-10, Exterior(2) 31-11-10 to 36-5-3, Interior(1) 36-5-3 to 44-5-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15 and 28. This connection is for uplift only and does not consider lateral forces.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss D1 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442859 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:14 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-oHY7hzWQ?JtbtnTMZ2hRkUZyXjMxb1X_L4lXHFyg5kF NOTES- 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss D2 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442860 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 12:50:12 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-TO3Yrd_JGh1k4Z?NjZw2jozhuMCvGtr?VuFs5byfMIf Scale = 1:101.7 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 28 27 26 25 24 23 22 21 20 19 18 17 16 29 3031 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 5x9 8x8 8x8 8x8 5x9 6x12 5x9 WB 3x4 2x4 2x4 6x6 6x10 6x8 5x9 2x4 4x6 4x6 6x12 MT20HS 6x10 5x9 4x16 2x4 10x10 3x8 3x8 0-9-4 0-9-4 4-9-4 4-0-0 12-8-13 7-11-9 20-8-6 7-11-9 28-1-0 7-4-10 30-4-8 2-3-8 37-2-1 6-9-9 42-4-8 5-2-7 43-4-8 1-0-0 43-8-9 0-4-1 44-8-0 0-11-7 -1-0-01-0-0 4-9-44-9-4 9-7-14-9-13 17-7-18-0-0 20-8-63-1-6 28-1-07-4-10 30-4-82-3-8 31-11-10 1-7-2 37-2-15-2-7 42-4-85-2-7 43-4-81-0-0 44-8-0 1-3-8 0-11-00-1-08-10-1411-6-00-11-02-0-01-4-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [3:0-2-4,0-0-0], [4:0-4-8,Edge], [4:0-0-0,0-1-12], [5:0-2-15,Edge], [7:0-9-4,0-2-5], [10:0-6-4,0-2-0], [11:0-0-0,0-1-12], [11:0-4-8,Edge], [12:0-2-4,0-0-0], [14:0-1-12,Edge], [15:0-1-12,0-1-7], [15:0-4-7,0-3-4], [16:0-1-1,0-0-0], [18:0-3-12,0-2-8], [20:0-3-8,0-3-0], [23:0-3-8,0-3-0], [24:0-2-4,0-1-8], [28:0-4-0,0-0-3] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.94 0.80 0.78 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.82 0.57 (loc) 23-24 23-24 16 l/defl >999 >642 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 279 lb FT = 20% GRIP 169/123 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x4 SPF-S 1650F 1.6E, 5-6: 2x6 SP No.1 7-10: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 25-27,14-20,23-25: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 *Except* 2-28: 2x10 SP No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-6, 7-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22. 1 Row at midpt 8-23, 9-20 WEBS 1 Row at midpt 6-26, 6-24, 7-23 REACTIONS.(lb/size)16=1766/0-3-8, 28=1850/0-9-4 Max Horz 28=217(LC 13) Max Uplift 16=-51(LC 15), 28=-139(LC 14) Max Grav 16=2070(LC 37), 28=2224(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-31=-4246/327, 31-32=-4135/336, 3-32=-4123/349, 3-4=-4265/491, 4-33=-4253/503, 5-33=-4099/516, 5-34=-2965/252, 34-35=-2965/252, 35-36=-2965/252, 6-36=-2965/252, 6-7=-3634/345, 7-37=-2579/287, 37-38=-2579/287, 38-39=-2579/287, 8-39=-2579/287, 8-9=-2561/286, 9-10=-2167/266, 10-40=-3044/390, 40-41=-3133/369, 11-41=-3246/364, 11-12=-3254/361, 12-42=-3015/242, 42-43=-3039/227, 43-44=-3044/227, 13-44=-3193/217, 13-14=-4865/335, 14-15=-543/49, 2-28=-2278/253, 15-16=-628/58 BOT CHORD 27-28=-256/412, 27-45=-150/2453, 45-46=-150/2453, 26-46=-150/2453, 25-26=-125/3625, 25-47=-125/3625, 47-48=-125/3625, 24-48=-125/3625, 24-49=-57/2731, 23-49=-57/2731, 8-23=-891/177, 9-20=-1623/120, 20-50=0/1981, 50-51=0/1981, 19-51=0/1981, 18-19=-259/3833, 14-18=-158/2298 WEBS 3-27=-511/209, 5-27=-327/1823, 5-26=-2/1229, 6-26=-1109/129, 6-24=-2092/262, 7-24=-142/2136, 7-23=-341/87, 9-23=-140/1854, 10-19=-221/1273, 12-19=-676/248, 2-27=-149/3104, 10-20=-83/1070, 20-29=-36/294, 20-23=0/2074, 14-16=-2739/185, 13-19=-1522/193, 13-18=0/1028, 16-18=-110/1722 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-5-10, Interior(1) 3-5-10 to 9-7-1, Exterior(2) 9-7-1 to 14-0-10, Interior(1) 14-0-10 to 20-8-6, Exterior(2) 20-8-6 to 25-2-0, Interior(1) 25-2-0 to 31-11-10, Exterior(2) 31-11-10 to 36-5-3, Interior(1) 36-5-3 to 44-6-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss D2 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442860 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 12:50:12 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-TO3Yrd_JGh1k4Z?NjZw2jozhuMCvGtr?VuFs5byfMIf NOTES- 6) All plates are MT20 plates 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, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 16 and 28. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss D3 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442861 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 12:52:50 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-rncH?fuQ3ExK1r4kzlm576VhN25WHKnGqUXDeRyfMGB Scale = 1:98.0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 28 27 26 25 24 23 22 21 20 19 17 18 16 15 29 30 31 32 33 34 3536 37 38 39 40 41 42 43 44 45 46 47 48 49 3x8 5x6 6x6 8x10 MT18H 5x6 5x9 6x10 4x9 3x4 2x4 2x4 6x6 6x10 6x6 4x12 2x4 3x4 3x8 3x6 4x9 7x12 5x9 4x16 4x9 5x9 2x4 3x6 3x8 0-9-4 0-9-4 4-9-4 4-0-0 11-11-14 7-2-10 19-11-14 8-0-0 28-1-0 8-1-2 30-4-8 2-3-8 37-2-1 6-9-9 42-4-8 5-2-7 43-4-8 1-0-0 43-8-9 0-4-1 44-8-0 0-11-7 4-9-44-9-4 11-11-147-2-10 19-11-148-0-0 20-8-60-8-9 28-1-07-4-10 30-4-82-3-8 31-11-10 1-7-2 37-2-15-2-7 42-4-85-2-7 43-4-81-0-0 44-8-0 1-3-8 0-11-010-10-1411-6-00-11-02-0-01-4-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [4:0-3-0,0-2-1], [5:0-2-4,0-3-0], [6:0-5-15,0-3-12], [9:0-3-0,0-2-1], [10:0-0-0,0-1-12], [10:0-4-8,Edge], [11:0-2-4,0-0-0], [13:0-0-8,0-1-15], [20:0-3-8,0-3-0], [23:0-4-0,0-3-4], [24:0-2-4,0-1-12], [28:0-4-0,0-0-3] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.92 0.96 0.80 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.82 0.52 (loc) 23-24 23-24 15 l/defl >999 >641 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 288 lb FT = 20% GRIP 169/123 197/144 LUMBER- TOP CHORD 2x6 SPF No.2 *Except* 3-4: 2x4 SP 2400F 2.0E, 4-5: 2x6 SP No.1, 9-10,10-14: 2x4 SPF No.2 1-3: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x4 SPF No.2 *Except* 13-20,23-25: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 *Except* 1-28: 2x10 SP No.2, 14-15: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-5, 6-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 26-27 6-0-0 oc bracing: 21-22. 1 Row at midpt 7-23, 8-20 WEBS 1 Row at midpt 2-26, 5-24, 6-23 REACTIONS.(lb/size)15=1764/0-3-8, 28=1763/0-9-4 Max Horz 28=-201(LC 10) Max Uplift 15=-50(LC 15), 28=-44(LC 14) Max Grav 15=2032(LC 37), 28=2045(LC 37) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-30=-4312/291, 30-31=-4096/303, 2-31=-4076/306, 2-3=-3005/233, 3-32=-2952/243, 32-33=-2947/249, 4-33=-2875/267, 4-34=-2992/297, 34-35=-2993/297, 35-36=-2993/297, 5-36=-2995/297, 5-6=-3452/351, 6-37=-2630/290, 37-38=-2630/290, 38-39=-2630/290, 7-39=-2630/290, 7-8=-2617/290, 8-9=-2224/272, 9-40=-3005/390, 40-41=-3044/370, 10-41=-3135/364, 10-11=-3144/361, 11-42=-2992/236, 42-43=-3001/221, 43-44=-3009/221, 12-44=-3098/210, 12-13=-4602/315, 13-14=-1417/104, 1-28=-2039/180, 14-15=-1889/134 BOT CHORD 27-28=-217/301, 26-27=-310/3206, 25-26=-154/2256, 25-45=-154/2256, 24-45=-154/2256, 24-46=-135/2883, 46-47=-135/2883, 23-47=-135/2883, 7-23=-701/152, 8-20=-1722/161, 20-48=-20/2025, 48-49=-20/2025, 19-49=-20/2025, 17-19=-245/3619, 13-17=-194/2774 WEBS 2-27=-57/933, 2-26=-1407/275, 4-26=-6/748, 4-24=-152/1092, 5-24=-2206/253, 6-24=-105/1583, 6-23=-415/92, 20-23=0/2168, 8-23=-167/1820, 9-19=-216/1215, 11-19=-652/244, 14-16=-61/1066, 1-27=-172/3247, 9-20=-113/1140, 20-29=-47/266, 13-16=-1815/119, 16-17=-64/1158, 12-19=-1379/184, 12-17=0/910 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-10 to 4-11-0, Interior(1) 4-11-0 to 11-11-14, Exterior(2) 11-11-14 to 16-5-7, Interior(1) 16-5-7 to 20-8-6, Exterior(2) 20-8-6 to 25-2-0, Interior(1) 25-2-0 to 31-11-10, Exterior(2) 31-11-10 to 36-5-3, Interior(1) 36-5-3 to 44-5-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss D3 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442861 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 12:52:50 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-rncH?fuQ3ExK1r4kzlm576VhN25WHKnGqUXDeRyfMGB NOTES- 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 28 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 15 and 44 lb uplift at joint 28. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss D4 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442862 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:22 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Zq18MicR6mtSr04v1jqJ3AuLOy4CTdl9AJhyZnyg5k7 Scale = 1:84.4 1 2 3 4 56 7 8 9 10 11 12 20 19 18 17 16 15 14 13 25 26 27 28 29 30 31 32 33 3435 36 37 38 39 40 41 6x10 8x8 5x12 MT20HS 6x8 3x6 8x8 4x8 3x4 6x8 5x10 4x6 4x8 3x4 3x4 5x12 MT20HS 8x10 2x4 4x4 3x10 0-9-40-9-4 4-9-44-0-0 12-8-67-11-2 21-4-138-8-6 30-1-38-8-6 38-2-18-0-14 44-8-06-5-15 5-7-2 5-7-2 12-8-6 7-1-4 18-6-0 5-9-9 24-3-9 5-9-9 30-1-3 5-9-9 31-11-10 1-10-7 38-2-1 6-2-7 44-8-0 6-5-15 5-6-1511-6-00-11-02-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [3:0-9-4,0-2-4], [5:0-2-8,0-3-0], [6:0-0-0,0-1-12], [8:0-6-4,0-2-0], [12:Edge,0-0-0], [13:0-2-8,0-3-4], [15:0-3-12,Edge], [20:0-1-12,0-0-15] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.89 0.97 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.68 0.39 (loc) 15-16 15-16 12 l/defl >999 >781 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 279 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 2-3: 2x6 SPF No.2, 8-9,9-12: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 12-13,15-17: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-20: 2x10 SP No.2 SLIDER Right 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 1-2, 3-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 18-19 6-0-0 oc bracing: 13-14. 1 Row at midpt 7-15 WEBS 1 Row at midpt 2-18, 4-18, 5-16, 5-15, 8-13 REACTIONS.(lb/size)12=1771/0-3-8, 20=1771/0-9-4 Max Horz 20=-220(LC 15) Max Uplift 12=-46(LC 15), 20=-58(LC 14) Max Grav 12=2003(LC 35), 20=2341(LC 34) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-2315/120, 1-2=-2712/92, 2-3=-3033/205, 3-4=-2301/221, 4-5=-2914/248, 5-7=-2488/248, 7-8=-2476/248, 8-10=-2671/371, 10-12=-2616/196 BOT CHORD 19-20=-194/259, 18-19=-227/3181, 16-18=-160/2850, 15-16=-131/2919, 7-15=-466/117, 12-13=-63/1930 WEBS 1-19=-112/3338, 2-19=-1930/209, 2-18=-991/148, 3-18=-0/1479, 4-18=-1048/170, 4-16=-6/365, 5-15=-794/143, 13-15=-22/2150, 8-15=-158/1863, 8-13=-524/437, 10-13=-625/300 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-10 to 4-10-4, Interior(1) 4-10-4 to 12-8-6, Exterior(2) 12-8-6 to 17-2-0, Interior(1) 17-2-0 to 31-11-10, Exterior(2) 31-11-10 to 36-5-3, Interior(1) 36-5-3 to 44-8-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance at joint 3 = 4% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12 and 20. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss E1 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442863 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:25 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-zPiH?kfKPhF1iTpUisN0hpWrR982g_LbsHwcA6yg5k4 Scale = 1:80.4 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 31 32 33 3x4 5x8 5x6 5x6 3x6 4x4 5x12 MT20HS 3x4 8x8 4x8 5x6 4x4 4x8 3x4 3x4 3x4 8x8 3x10 5x8 0-9-40-9-4 4-9-44-0-0 12-8-67-11-2 22-3-39-6-13 31-10-09-6-13 40-2-78-4-7 40-6-00-3-9 2-6-10 2-6-10 4-9-4 2-2-10 7-10-10 3-1-6 12-8-6 4-9-12 19-1-7 6-5-1 25-6-9 6-5-1 31-11-10 6-5-1 36-1-0 4-1-7 40-2-7 4-1-7 40-6-0 0-3-9 5-4-57-5-144-7-911-6-01-9-02-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-4-8,0-1-8], [4:0-3-0,0-2-1], [8:0-4-4,0-2-0], [11:0-3-12,0-2-8], [13:0-2-12,Edge], [18:0-4-0,0-2-6] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.90 0.90 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.61 0.27 (loc) 14-16 13-14 11 l/defl >999 >790 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 259 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-6: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-18: 2x10 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-3, 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 3-17, 5-16, 5-14, 7-13, 9-11, 2-18 REACTIONS.(lb/size)11=1584/0-3-8, 18=1593/0-9-4 Max Horz 18=-130(LC 10) Max Uplift 11=-31(LC 10), 18=-58(LC 14) Max Grav 11=1948(LC 36), 18=2121(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1605/124, 3-4=-2743/230, 4-5=-2093/223, 5-7=-2481/231, 7-8=-1583/201, 8-9=-2074/227 BOT CHORD 17-18=-163/831, 16-17=-199/2556, 14-16=-170/2529, 13-14=-139/2357, 8-13=-49/907 WEBS 2-17=-82/2235, 3-17=-1849/163, 3-16=-702/166, 4-16=-36/1332, 5-16=-775/156, 7-14=0/471, 7-13=-1353/161, 11-13=-68/1138, 9-13=-66/775, 9-11=-2315/145, 2-18=-2536/143 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-10 to 6-7-4, Interior(1) 6-7-4 to 12-8-6, Exterior(2) 12-8-6 to 16-9-0, Interior(1) 16-9-0 to 31-11-10, Exterior(2) 31-11-10 to 35-10-15, Interior(1) 35-10-15 to 40-0-12 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11 and 18. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss E2 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442864 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:26 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-SbGfC4fyA?NuJdNgGZuFE02?nZY0PQPl5xfAiYyg5k3 Scale = 1:87.3 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 31 32 33 34 35 5x8 5x6 6x8 5x12 MT20HS 3x6 4x4 5x12 MT20HS 3x4 4x8 5x6 4x4 5x8 4x8 3x4 3x4 3x4 8x8 3x6 3x10 0-9-40-9-4 4-9-44-0-0 12-8-67-11-2 22-3-39-6-13 31-10-09-6-13 40-2-78-4-7 40-6-00-3-9 4-11-7 4-11-7 10-3-7 5-4-0 12-8-6 2-4-15 19-1-7 6-5-1 25-6-9 6-5-1 31-11-10 6-5-1 36-1-0 4-1-7 40-2-7 4-1-7 40-6-0 0-3-9 5-4-59-5-144-7-911-6-01-9-02-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [1:0-1-12,0-2-4], [2:0-3-0,0-2-1], [4:0-9-0,0-2-0], [8:0-4-4,0-2-0], [9:0-1-4,0-1-8], [11:0-3-12,0-2-8], [13:0-2-12,Edge], [18:0-1-12,0-0-15] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.99 0.59 0.84 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.61 0.21 (loc) 13-14 13-14 11 l/defl >999 >782 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 267 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 2-3: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 15-17,13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-18: 2x10 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-3, 4-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 3-17, 5-16, 5-14, 7-13, 9-11 REACTIONS.(lb/size)11=1584/0-3-8, 18=1593/0-9-4 Max Horz 18=-130(LC 10) Max Uplift 11=-42(LC 10), 18=-58(LC 14) Max Grav 11=1974(LC 36), 18=2094(LC 36) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1672/148, 2-3=-1239/158, 3-4=-2805/264, 4-5=-2175/226, 5-7=-2531/235, 7-8=-1606/202, 8-9=-2105/228, 1-18=-2057/166 BOT CHORD 16-17=-169/2374, 14-16=-170/2588, 13-14=-140/2399, 8-13=-49/941 WEBS 2-17=-3/665, 3-17=-1860/126, 3-16=-657/180, 4-16=-80/1420, 5-16=-732/139, 7-14=0/510, 7-13=-1386/162, 11-13=-70/1155, 9-13=-66/790, 9-11=-2349/151, 1-17=-55/1569 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-10 to 4-5-4, Interior(1) 4-5-4 to 4-11-7, Exterior(2) 4-11-7 to 9-0-1, Interior(1) 9-0-1 to 12-8-6, Exterior(2) 12-8-6 to 16-9-0, Interior(1) 16-9-0 to 31-11-10, Exterior(2) 31-11-10 to 35-10-15, Interior(1) 35-10-15 to 40-0-12 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11 and 18. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss E3 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442865 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:28 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-O_OPdmhCicebZxX3N_xjJR8O8MDetLg2ZF8GmRyg5k1 Scale = 1:86.2 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 31 32 33 34 4x8 6x8 6x8 3x6 5x12 MT20HS 3x4 5x12 MT20HS 3x4 5x8 4x6 4x4 2x4 6x8 3x4 3x4 3x4 8x8 3x10 3x10 0-9-40-9-4 4-9-44-0-0 12-8-47-11-0 12-8-60-0-2 22-3-39-6-13 31-10-09-6-13 40-2-78-4-7 40-6-00-3-9 4-9-4 4-9-4 7-4-4 2-7-0 12-8-4 5-4-0 12-8-6 0-0-2 19-1-7 6-5-1 25-6-9 6-5-1 31-11-10 6-5-1 36-1-0 4-1-7 40-2-7 4-1-7 40-6-0 0-3-9 5-4-511-5-144-7-911-6-01-9-02-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [1:0-1-12,0-1-8], [3:0-6-0,0-2-12], [8:0-8-8,0-1-8], [11:0-4-0,0-2-8], [13:0-2-12,Edge], [17:0-5-4,0-2-12], [18:0-1-12,0-0-15] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.81 0.58 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.58 0.17 (loc) 13-14 13-14 11 l/defl >999 >821 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 271 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x6 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 15-17,13-15: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-18: 2x10 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-2 max.): 3-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 3-17, 5-16, 5-14, 7-13, 9-11, 4-16 REACTIONS.(lb/size)11=1584/0-3-8, 18=1593/0-9-4 Max Horz 18=-127(LC 10) Max Uplift 11=-52(LC 10), 18=-59(LC 11) Max Grav 11=1868(LC 32), 18=1933(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1542/137, 2-3=-1523/249, 3-4=-2107/221, 4-5=-2094/220, 5-7=-2339/226, 7-8=-1507/199, 8-9=-1980/224, 1-18=-1898/152 BOT CHORD 16-17=-173/1331, 14-16=-207/2368, 13-14=-165/2235, 8-13=-48/886 WEBS 2-17=-474/180, 3-17=-666/192, 3-16=-145/1508, 5-16=-486/114, 7-14=0/450, 7-13=-1274/184, 11-13=-67/1091, 9-13=-74/764, 9-11=-2213/146, 4-16=-710/141, 1-17=-75/1433 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-10 to 4-5-4, Interior(1) 4-5-4 to 7-4-4, Exterior(2) 7-4-4 to 11-4-14, Interior(1) 11-4-14 to 31-10-0, Exterior(2) 31-10-0 to 35-10-15, Interior(1) 35-10-15 to 40-0-12 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 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) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 11 and 18. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss F1 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442866 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:30 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-KMWA2SiSDDuJoFhRVPzBOsDjHAunLDIL0ZdNrJyg5k? Scale = 1:91.0 12 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 3x6 10x12 MT20HS 3x6 5x8 4x4 5x12 MT20HS 3x6 3x4 5x6 5x8 6x8 4x8 4x4 3x6 5x8 2x4 3x6 3x6 3x6 8x8 4x6 4x6 3x6 1-2-81-2-8 7-0-45-9-12 10-1-43-1-0 18-10-38-8-15 28-0-29-1-15 37-2-09-1-14 45-6-78-4-7 45-10-00-3-9 1-2-8 1-2-8 7-0-4 5-9-12 12-8-6 5-8-2 18-10-3 6-1-13 25-0-0 6-1-13 31-1-13 6-1-13 37-3-10 6-1-13 41-5-0 4-1-7 45-6-7 4-1-7 45-10-0 0-3-9 0-11-04-7-911-6-01-9-02-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-10-0,0-1-12], [10:0-3-0,0-3-4], [11:0-1-4,0-2-0], [13:Edge,0-2-8], [15:0-2-12,Edge], [20:0-5-8,0-2-4], [23:0-2-0,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.83 0.67 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.62 0.28 (loc) 15-16 15-16 13 l/defl >999 >882 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 275 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5,5-8: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 17-19,15-17: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-9-13 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-18, 7-18, 7-16, 9-15, 11-13 REACTIONS.(lb/size)13=1807/0-3-8, 22=1816/0-3-8 Max Horz 22=201(LC 14) Max Uplift 13=-43(LC 10), 22=-46(LC 14) Max Grav 13=2123(LC 31), 22=1983(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2453/220, 2-3=-2758/233, 3-5=-3220/332, 5-6=-2900/292, 6-7=-2900/292, 7-9=-2813/277, 9-10=-1732/224, 10-11=-2277/257, 1-22=-1955/155 BOT CHORD 20-21=-353/1999, 19-20=-252/2312, 18-19=-215/2241, 16-18=-229/2939, 15-16=-179/2614, 10-15=-71/1086 WEBS 3-20=-979/137, 3-19=-45/657, 5-19=-130/1058, 5-18=-154/1186, 6-18=-736/150, 7-16=-408/142, 9-16=-18/736, 9-15=-1589/195, 13-15=-86/1249, 11-15=-79/875, 11-13=-2545/178, 2-21=-401/78, 2-20=-142/293, 1-21=-201/1993 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-8-12, Interior(1) 4-8-12 to 12-8-6, Exterior(2) 12-8-6 to 17-3-6, Interior(1) 17-3-6 to 37-2-0, Exterior(2) 37-2-0 to 41-9-0, Interior(1) 41-9-0 to 45-4-12 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 13 and 22. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss F2 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442867 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:32 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-GlewT7kjlr811Yrqcq?fTHI3B_Xvp7idTt6UuCyg5jz Scale = 1:85.6 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 3x6 5x8 3x6 5x8 4x4 4x4 6x10 8x8 6x8 5x8 WB 4x4 3x6 3x6 5x8 2x4 3x6 3x6 3x6 6x8 5x6 6x12 MT20HS 4x8 3-2-83-2-8 9-0-45-9-12 10-1-41-1-0 18-10-38-8-15 28-0-29-1-14 37-2-09-1-14 45-10-08-8-0 3-2-8 3-2-8 9-0-4 5-9-12 12-8-6 3-8-2 18-10-3 6-1-13 25-0-0 6-1-13 31-1-13 6-1-13 37-3-10 6-1-13 41-5-1 4-1-7 45-10-0 4-4-15 0-11-011-6-04-4-112-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-5-4,0-2-4], [10:0-3-0,0-3-4], [15:0-2-8,Edge], [20:0-6-0,0-2-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.81 0.88 0.92 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.68 0.36 (loc) 18-19 18-19 13 l/defl >999 >800 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 279 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-8: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 19-20: 2x6 SPF No.2, 17-19,15-17: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, except end verticals, and 2-0-0 oc purlins (2-9-9 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 9-3-15 oc bracing: 20-21 6-0-0 oc bracing: 13-14. WEBS 1 Row at midpt 6-18, 7-18, 7-16, 9-15, 11-13 REACTIONS.(lb/size)22=1822/0-3-8, 13=1822/0-3-8 Max Horz 22=197(LC 14) Max Uplift 22=-47(LC 14), 13=-44(LC 10) Max Grav 22=1989(LC 32), 13=2128(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4260/386, 2-4=-3100/280, 4-5=-3231/395, 5-6=-2914/306, 6-7=-2914/306, 7-9=-2833/291, 9-10=-1759/234, 10-11=-2317/269, 1-22=-1981/201 BOT CHORD 21-22=-228/270, 20-21=-392/3180, 19-20=-255/2609, 18-19=-214/2249, 16-18=-229/2958, 15-16=-179/2637, 10-15=-77/1109 WEBS 2-21=-87/899, 2-20=-1156/264, 4-20=-854/86, 4-19=-65/684, 5-19=-192/1242, 5-18=-155/1197, 6-18=-741/147, 7-16=-400/143, 9-16=-18/729, 9-15=-1582/196, 11-15=-77/863, 13-15=-95/1257, 11-13=-2561/190, 1-21=-268/3242 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-8-12, Interior(1) 4-8-12 to 12-8-6, Exterior(2) 12-8-6 to 19-2-3, Interior(1) 19-2-3 to 37-2-0, Exterior(2) 37-2-0 to 43-7-12, Interior(1) 43-7-12 to 45-8-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 22 and 13. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss F3 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442868 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:33 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-kxBIgTlLW8GufiQ0AXWu0VrBUNrKYa_niXs1Reyg5jy Scale = 1:89.3 1 2 3 4 5 6 7 8 9 10 11 21 20 19 18 17 16 15 14 13 12 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 5x12 MT20HS 3x6 5x8 4x4 4x4 6x10 4x8 4x4 2x4 6x8 4x8 4x6 6x8 5x6 6x12 MT20HS 5x10 4x8 3x6 3x6 3x6 4x6 4-3-84-3-8 12-8-68-4-14 18-10-36-1-13 20-10-42-0-1 29-0-28-1-14 31-1-132-1-11 37-2-06-0-3 45-10-08-8-0 4-3-8 4-3-8 8-5-15 4-2-7 12-8-6 4-2-7 18-10-3 6-1-13 25-0-0 6-1-13 31-1-13 6-1-13 37-3-10 6-1-13 41-5-1 4-1-7 45-10-0 4-4-15 0-11-011-6-04-4-112-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [3:0-4-0,0-3-4], [4:0-9-0,0-2-0], [9:0-3-0,0-3-4], [14:0-2-12,0-3-0], [20:0-6-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.96 1.00 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.68 0.43 (loc) 17-19 19-20 12 l/defl >999 >803 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 267 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 18-20,14-16: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-21: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 17-19,15-17. WEBS 1 Row at midpt 8-14, 10-12, 5-19, 6-17, 6-15 REACTIONS.(lb/size)21=1818/0-3-8, 12=1818/0-3-8 Max Horz 21=196(LC 11) Max Uplift 21=-46(LC 14), 12=-44(LC 10) Max Grav 21=1986(LC 32), 12=2125(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4597/386, 2-3=-4550/509, 3-4=-2987/306, 4-5=-2280/277, 5-6=-2927/304, 6-8=-2771/290, 8-9=-1754/235, 9-10=-2311/270, 1-21=-2040/222 BOT CHORD 20-21=-267/402, 19-20=-279/2589, 17-19=-242/2886, 15-17=-230/2945, 14-15=-176/2636, 9-14=-78/1107 WEBS 2-20=-346/176, 3-20=-308/1885, 3-19=-901/227, 4-19=-98/1562, 8-14=-1591/188, 10-14=-77/861, 10-12=-2554/191, 1-20=-223/3429, 12-14=-99/1246, 5-19=-1110/200, 5-17=-19/327, 6-15=-434/129, 8-15=-10/728 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-9-12, Interior(1) 4-9-12 to 12-8-6, Exterior(2) 12-8-6 to 19-2-3, Interior(1) 19-2-3 to 37-2-0, Exterior(2) 37-2-0 to 43-7-12, Interior(1) 43-7-12 to 45-8-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 21 and 12. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss F4 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442869 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:35 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hKJ359mb2mWcv0ZPIyZM5wwY4BWo0UU4ArL8VXyg5jw Scale = 1:88.8 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 3x6 5x12 MT20HS 3x6 5x8 4x4 4x4 6x10 4x8 4x4 2x4 5x8 4x8 3x6 3x6 3x6 4x6 4x6 6x8 5x6 6x12 MT20HS 5x10 4x8 4-3-84-3-8 12-8-68-4-14 20-10-48-1-14 29-0-28-1-14 37-2-08-1-14 45-10-08-8-0 4-3-8 4-3-8 8-5-15 4-2-7 12-8-6 4-2-7 18-10-2 6-1-12 24-11-14 6-1-12 31-1-10 6-1-12 37-3-6 6-1-12 41-4-15 4-1-9 45-10-0 4-5-1 0-11-011-6-04-4-82-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-9-0,0-2-0], [10:0-4-12,0-1-12], [15:0-2-12,0-3-0], [21:0-6-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.96 1.00 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.69 0.43 (loc) 18-20 20-21 13 l/defl >999 >794 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 267 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 19-21,15-17: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 1-22: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 18-20,16-18. WEBS 1 Row at midpt 6-20, 7-18, 7-16, 9-15, 11-13 REACTIONS.(lb/size)22=1818/0-3-8, 13=1818/0-3-8 Max Horz 22=195(LC 11) Max Uplift 22=-46(LC 14), 13=-44(LC 10) Max Grav 22=1986(LC 32), 13=2125(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4598/388, 2-4=-4580/518, 4-5=-2984/309, 5-6=-2280/276, 6-7=-2927/304, 7-9=-2772/290, 9-10=-1755/235, 10-11=-2314/270, 1-22=-2037/221 BOT CHORD 21-22=-265/393, 20-21=-272/2557, 18-20=-242/2886, 16-18=-230/2945, 15-16=-176/2638, 10-15=-78/1108 WEBS 2-21=-382/188, 4-21=-326/1945, 4-20=-886/226, 5-20=-105/1567, 6-20=-1109/199, 6-18=-19/327, 7-16=-433/129, 9-16=-10/727, 9-15=-1588/188, 11-15=-77/858, 11-13=-2556/191, 1-21=-227/3432, 13-15=-99/1250 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-9-12, Interior(1) 4-9-12 to 12-8-6, Exterior(2) 12-8-6 to 19-2-3, Interior(1) 19-2-3 to 37-2-0, Exterior(2) 37-2-0 to 43-7-12, Interior(1) 43-7-12 to 45-8-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 22 and 13. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss F5 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442870 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:37 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-djRpWroraNmK8JjnPNbqAL0tV_CGUOzNd9qFaPyg5ju Scale = 1:89.7 12 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 2324 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 5x12 MT20HS 3x6 5x8 4x4 4x4 6x10 4x8 4x4 2x4 6x10 4x8 3x6 3x6 3x6 4x6 4x6 6x8 5x6 6x12 MT20HS 5x10 4x8 4-3-84-3-8 12-8-68-4-14 20-10-48-1-14 29-0-28-1-14 37-2-08-1-14 45-10-08-8-0 -1-0-0 1-0-0 4-3-8 4-3-8 8-5-15 4-2-7 12-8-6 4-2-7 18-10-2 6-1-12 24-11-14 6-1-12 31-1-10 6-1-12 37-3-6 6-1-12 41-4-15 4-1-9 45-10-0 4-5-1 0-11-011-6-04-4-82-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-9-0,0-2-0], [10:0-4-12,0-1-12], [15:0-2-12,0-3-0], [21:0-6-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.96 1.00 0.91 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.68 0.43 (loc) 18-20 20-21 13 l/defl >999 >808 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 269 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 19-21,15-17: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-22: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-2 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 18-20,16-18. WEBS 1 Row at midpt 6-20, 7-18, 7-16, 9-15, 11-13 REACTIONS.(lb/size)22=1893/0-3-8, 13=1817/0-3-8 Max Horz 22=221(LC 14) Max Uplift 22=-68(LC 14), 13=-44(LC 10) Max Grav 22=2061(LC 33), 13=2124(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4587/386, 3-4=-4521/486, 4-5=-2986/305, 5-6=-2278/276, 6-7=-2925/304, 7-9=-2771/290, 9-10=-1754/235, 10-11=-2314/270, 2-22=-2144/268 BOT CHORD 21-22=-300/470, 20-21=-280/2593, 18-20=-242/2884, 16-18=-230/2944, 15-16=-176/2637, 10-15=-78/1108 WEBS 3-21=-301/161, 4-21=-294/1834, 4-20=-901/228, 5-20=-96/1560, 6-20=-1111/200, 6-18=-19/328, 7-16=-433/129, 9-16=-10/727, 9-15=-1588/188, 11-15=-77/858, 11-13=-2556/191, 2-21=-191/3358, 13-15=-99/1250 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-7-0, Interior(1) 3-7-0 to 12-8-6, Exterior(2) 12-8-6 to 19-2-3, Interior(1) 19-2-3 to 37-2-0, Exterior(2) 37-2-0 to 43-7-12, Interior(1) 43-7-12 to 45-8-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All plates are MT20 plates 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, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 22 and 13. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss F6 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442871 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:39 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Z5ZaxWp66_02NdtAXodIFm5FxoxCyKuf4TJMeIyg5js Scale = 1:87.4 12 3 4 5 6 7 8 9 10 11 12 21 20 19 18 17 16 15 14 13 2223 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 5x6 3x6 8x8 3x4 4x4 6x10 5x8 WB 3x4 3x4 2x4 6x10 4x8 3x6 3x6 3x6 8x10 6x12 MT20HS 3x6 5x12 MT20HS 5x10 4-3-84-3-8 12-8-68-4-14 22-0-79-4-1 31-4-89-4-1 37-3-65-10-14 45-10-08-6-10 -1-0-0 1-0-0 4-3-8 4-3-8 8-5-15 4-2-7 12-8-6 4-2-7 18-11-2 6-2-11 25-1-13 6-2-11 31-4-8 6-2-11 37-3-6 5-10-14 41-4-15 4-1-9 45-10-0 4-5-1 0-11-011-6-04-4-82-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-3-4,0-2-4], [10:0-4-8,0-1-8], [14:0-4-8,0-3-0], [16:0-3-12,0-3-0], [20:0-6-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.84 0.78 0.82 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.80 0.40 (loc) 16-17 16-17 13 l/defl >999 >683 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 277 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-8: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 *Except* 18-20,16-18: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 *Except* 2-21: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-3 oc purlins, except end verticals, and 2-0-0 oc purlins (2-4-11 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 14-15. 1 Row at midpt 9-16 WEBS 1 Row at midpt 6-19, 7-17, 7-16, 10-14, 11-13 REACTIONS.(lb/size)21=1893/0-3-8, 13=1817/0-3-8 Max Horz 21=221(LC 14) Max Uplift 21=-68(LC 14), 13=-45(LC 10) Max Grav 21=2059(LC 33), 13=2128(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4585/386, 3-4=-4518/486, 4-5=-2985/304, 5-6=-2276/276, 6-7=-2947/299, 7-9=-2608/290, 9-10=-2603/292, 10-11=-1941/252, 2-21=-2142/267 BOT CHORD 20-21=-299/469, 19-20=-280/2592, 17-19=-244/2885, 16-17=-232/2942, 9-16=-731/145, 13-14=-75/1099 WEBS 3-20=-302/162, 4-20=-295/1825, 4-19=-899/227, 5-19=-95/1545, 6-19=-1106/203, 6-17=-21/315, 7-17=-1/292, 7-16=-620/115, 14-16=-39/1535, 10-16=-213/2181, 10-14=-981/180, 11-14=-73/739, 11-13=-2238/161, 2-20=-191/3356 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 3-7-0, Interior(1) 3-7-0 to 12-8-6, Exterior(2) 12-8-6 to 18-11-2, Interior(1) 18-11-2 to 37-3-6, Exterior(2) 37-3-6 to 43-9-3, Interior(1) 43-9-3 to 45-8-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All plates are MT20 plates 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, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 21 and 13. This connection is for uplift only and does not consider lateral forces.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss F6 Truss Type Piggyback Base Qty 1 Ply 1 WF57 Job Reference (optional) I38442871 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:39 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Z5ZaxWp66_02NdtAXodIFm5FxoxCyKuf4TJMeIyg5js NOTES- 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16023 Swingley Ridge 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G1 Truss Type HALF HIP GIRDER Qty 1 Ply 5 WF57 Job Reference (optional) I38442872 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:18:43 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-T8TKWeFjWUAAkkW6LTiVTnQM1GqR8udklhHP?GyfL?g Scale = 1:66.4 12 3 4 5 6 7 8 9 10 11 26 25 24 23 22 21 20 17 16 19 13 18 15 14 27 32 33 34 35 36 37 38 39 40 41 42 43 12 /\ 44 45 7x8 4x6 8x8 6x8 3x6 2x6 4x5 3x6 4x5 7x8 2x4 3x8 2x6 3x4 4x8 4x5 3x12 6x8 8x16 2x8 6x8 8x8 6x16 6x6 4x4 THD28-2 JL28 JL26 JL26 JL26 JUS26-2 JUS24 JUS24 THD26-2 JL28 3-2-12 3-2-12 6-2-0 2-11-4 7-9-12 1-7-12 9-0-4 1-2-8 12-9-7 3-9-3 16-6-9 3-9-3 20-3-12 3-9-3 23-6-2 3-2-6 25-9-12 2-3-10 26-1-4 0-3-8 26-1-8 0-0-4 26-8-8 0-7-0 -1-0-01-0-0 3-2-123-2-12 6-2-02-11-4 7-9-121-7-12 9-0-41-2-8 12-9-73-9-3 16-6-93-9-3 20-3-123-9-3 23-6-23-2-6 26-1-42-7-2 26-8-80-7-4 1-1-08-10-126-10-122-0-03-6-08-10-1212.00 12 Plate Offsets (X,Y)-- [2:Edge,0-1-4], [5:0-6-0,0-3-8], [11:0-3-0,0-1-12], [13:0-4-14,0-3-7], [15:0-4-0,0-3-0], [16:0-4-0,0-5-12], [18:0-2-8,0-3-0], [19:0-2-8,0-3-8], [22:0-3-7,0-3-0], [23:0-3-0,0-5-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.66 0.87 0.72 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.22 0.06 (loc) 16-17 16-17 12 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 1624 lb FT = 20% GRIP 169/123 LUMBER- TOP CHORD 2x6 SPF No.2 BOT CHORD 2x8 SP No.2 *Except* 12-19,14-18: 2x8 SP 2250F 1.8E WEBS 2x4 SPF No.2 *Except* 13-15: 2x4 SPF-S 1650F 1.6E, 13-16: 2x6 SPF No.2 WEDGE Left: 2x8 SP 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.): 5-11. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10-0-0 oc bracing: 12-13, 14-15 JOINTS 1 Brace at Jt(s): 19, 18, 11 REACTIONS.(lb/size)2=13881/0-3-8 (req. 0-4-15), 12=6156/Mechanical, 14=15774/Mechanical Max Horz 2=265(LC 10) Max Uplift 2=-1806(LC 7), 12=REL, 14=-3361(LC 7) Max Grav 2=15717(LC 26), 12=7088(LC 25), 14=18533(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-32=-18685/2272, 3-32=-18101/2407, 3-4=-19118/2622, 4-5=-18631/2556, 5-6=-14143/1971, 6-33=-14143/1971, 7-33=-14143/1971, 7-8=-14611/2162, 8-9=-13990/2032, 9-10=-13990/2032, 10-34=-2601/452, 11-34=-2601/452, 13-15=-2357/10395 BOT CHORD 2-26=-1740/12423, 25-26=-1740/12423, 24-25=-1917/13454, 23-24=-1844/13193, 23-35=-2162/14989, 35-36=-2162/14989, 22-36=-2162/14989, 21-22=-2162/14989, 21-37=-2162/14989, 37-38=-2162/14989, 20-38=-2162/14989, 20-39=-1568/11229, 17-39=-1568/11229, 17-40=-1474/10603, 40-41=-1474/10603, 16-41=-1474/10603, 19-42=-2161/15561, 42-43=-2161/15561, 13-43=-2161/15561, 18-44=-1995/13565, 44-45=-1995/13565, 15-45=-1995/13565 WEBS 3-26=-1869/262, 3-25=-457/1653, 4-25=-876/1206, 4-24=-1638/414, 5-24=-734/4628, 5-23=-900/6647, 6-23=-117/756, 7-23=-2062/529, 7-21=-309/1892, 7-20=-951/50, 20-27=-873/709, 8-27=-221/635, 19-20=-664/3774, 17-19=-1282/8503, 18-19=-1155/8220, 10-18=-625/1658, 13-16=-950/7812, 13-18=-16797/2370, 16-19=-12173/1676, 10-15=-12856/1790, 11-14=-13670/2307, 11-15=-2192/12603, 8-18=-857/709, 19-27=-61/772, 18-27=-1037/117 NOTES- 1) 5-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Attach TC&BC w/1/2" diam. bolts(ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G1 Truss Type HALF HIP GIRDER Qty 1 Ply 5 WF57 Job Reference (optional) I38442872 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:18:43 2019 Page 2 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-T8TKWeFjWUAAkkW6LTiVTnQM1GqR8udklhHP?GyfL?g NOTES- 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) WARNING: Required bearing size at joint(s) 2 greater than input bearing size. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Refer to girder(s) for truss to truss connections. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1806 lb uplift at joint 2 and 3361 lb uplift at joint 14. 14) "/\" indicates Released bearing: allow for upward movement at joint(s) 12. 15) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17) Use USP THD28-2 (With 28-16d nails into Girder & 16-10d nails into Truss) or equivalent at 6-1-8 from the left end to connect truss(es) to front face of bottom chord. 18) Use USP JL28 (With 10-10d nails into Girder & 6-10d x 1-1/2 nails into Truss) or equivalent at 8-0-12 from the left end to connect truss(es) to front face of bottom chord. 19) Use USP JL26 (With 6-16d nails into Girder & 4-10d x 1-1/2 nails into Truss) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 14-0-12 to connect truss(es) to front face of bottom chord. 20) Use USP JUS26-2 (With 4-16d nails into Girder & 4-16d nails into Truss) or equivalent at 16-1-8 from the left end to connect truss(es) to front face of bottom chord. 21) Use USP JUS24 (With 4-10d nails into Girder & 2-10d nails into Truss) or equivalent spaced at 2-3-0 oc max. starting at 18-0-12 from the left end to 20-3-12 to connect truss(es) to front face of bottom chord. 22) Use USP THD26-2 (With 18-16d nails into Girder & 12-10d nails into Truss) or equivalent at 22-1-8 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 23) Use USP JL28 (With 10-10d nails into Girder & 6-10d x 1-1/2 nails into Truss) or equivalent at 24-0-12 from the left end to connect truss(es) to front face of bottom chord, skewed 0.0 deg.to the left, sloping 0.0 deg. down. 24) Fill all nail holes where hanger is in contact with lumber. 25) Minimum 4-ply stud required beneath truss to attach HUGT4 tiedown. For wood installation 4-LBP58-TZ washers are required if 5/8" dia. bolt is used. 26) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2647 lb down and 265 lb up at 20-7-0, and 800 lb down and 80 lb up at 8-11-14 on top chord, and 1266 lb down and 147 lb up at 26-2-4, and 5662 lb down and 566 lb up at 9-0-4 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: 1-2=-60, 6-34=-60, 11-34=-365, 17-28=-20, 16-17=-420, 13-19=-400, 12-13=-20, 15-18=-400, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2716(F) 24=-1105(F) 23=-4600 6=-650 10=-2150 17=-3535(F=-535) 16=-1266(F) 35=-887(F) 36=-876(F) 37=-1002(F) 38=-1170(F) 39=-535(F) 40=-1793(F) 41=-1215(F) Trapezoidal Loads (plf) Vert: 2=-310-to-5=-223, 5=-223-to-6=-210 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 6-34=-50, 11-34=-317, 17-28=-20, 16-17=-370, 13-19=-350, 12-13=-20, 15-18=-350, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2237(F) 24=-955(F) 23=-4025 6=-569 10=-1881 17=-3156(F=-531) 16=-1154(F) 35=-805(F) 36=-743(F) 37=-837(F) 38=-1101(F) 39=-531(F) 40=-1624(F) 41=-1136(F) Trapezoidal Loads (plf) Vert: 2=-281-to-5=-194, 5=-194-to-6=-181 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 6-34=-29, 11-34=-296, 17-28=-20, 16-17=-370, 13-19=-350, 12-13=-20, 15-18=-350, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2237(F) 24=-955(F) 23=-4025 6=-569 10=-1881 17=-3156(F=-531) 16=-1154(F) 35=-805(F) 36=-743(F) 37=-837(F) 38=-1101(F) 39=-531(F) 40=-1624(F) 41=-1136(F) Trapezoidal Loads (plf) Vert: 2=-281-to-32=-249, 32=-273-to-5=-218, 5=-173-to-6=-160 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-29, 6-33=-62, 33-34=-50, 11-34=-317, 17-28=-20, 16-17=-370, 13-19=-350, 12-13=-20, 15-18=-350, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2237(F) 24=-955(F) 23=-4025 6=-569 10=-1881 17=-3156(F=-531) 16=-1154(F) 35=-805(F) 36=-743(F) 37=-837(F) 38=-1101(F) 39=-531(F) 40=-1624(F) 41=-1136(F) Trapezoidal Loads (plf) Vert: 2=-260-to-5=-173, 5=-207-to-6=-193 5) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-20, 6-34=-20, 11-34=-249, 17-28=-40, 16-17=-340, 13-19=-300, 12-13=-40, 15-18=-300, 14-15=-40 Concentrated Loads (lb) Vert: 25=-1153(F) 24=-508(F) 23=-3450 6=-488 10=-1613 17=-2574(F=-324) 16=-680(F) 35=-508(F) 36=-508(F) 37=-506(F) 38=-717(F) 39=-324(F) 40=-1025(F) 41=-668(F) Trapezoidal Loads (plf) Vert: 2=-232-to-5=-146, 5=-146-to-6=-132 6) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-1, 6-34=22, 11-34=59, 17-28=-12, 16-17=37, 13-19=49, 12-13=-12, 15-18=49, 14-15=-12 Horz: 1-2=-8, 2-5=2 Continued on page 3 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G1 Truss Type HALF HIP GIRDER Qty 1 Ply 5 WF57 Job Reference (optional) I38442872 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:18:43 2019 Page 3 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-T8TKWeFjWUAAkkW6LTiVTnQM1GqR8udklhHP?GyfL?g LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 25=805(F) 24=105(F) 23=566 6=80 10=265 17=714(F=344) 16=140(F) 35=125(F) 36=186(F) 37=259(F) 38=235(F) 39=344(F) 40=310(F) 41=143(F) Trapezoidal Loads (plf) Vert: 2=-92-to-5=-5, 5=27-to-6=41 7) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 6-34=22, 11-34=59, 17-28=-12, 16-17=37, 13-19=49, 12-13=-12, 15-18=49, 14-15=-12 Horz: 1-2=-13, 2-5=-17 Concentrated Loads (lb) Vert: 25=805(F) 24=105(F) 23=566 6=80 10=265 17=714(F=344) 16=140(F) 35=125(F) 36=186(F) 37=259(F) 38=235(F) 39=344(F) 40=310(F) 41=143(F) Trapezoidal Loads (plf) Vert: 2=-73-to-5=14, 5=27-to-6=41 8) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-27, 6-34=2, 11-34=-192, 17-28=-20, 16-17=-274, 13-19=-254, 12-13=-20, 15-18=-254, 14-15=-20 Horz: 1-2=7, 2-5=11 Concentrated Loads (lb) Vert: 25=813(F) 24=113(F) 23=-2926 6=-413 10=-1368 17=-1556(F=352) 16=147(F) 35=133(F) 36=194(F) 37=267(F) 38=243(F) 39=352(F) 40=318(F) 41=151(F) Trapezoidal Loads (plf) Vert: 2=-226-to-5=-139, 5=-107-to-6=-94 9) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 6-34=2, 11-34=-168, 17-28=-20, 16-17=-242, 13-19=-222, 12-13=-20, 15-18=-222, 14-15=-20 Horz: 1-2=-13, 2-5=-8 Concentrated Loads (lb) Vert: 25=813(F) 24=113(F) 23=-2550 6=-360 10=-1192 17=-1311(F=352) 16=147(F) 35=133(F) 36=194(F) 37=267(F) 38=243(F) 39=352(F) 40=318(F) 41=151(F) Trapezoidal Loads (plf) Vert: 2=-195-to-5=-108, 5=-95-to-6=-81 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=17, 6-34=9, 11-34=46, 17-28=-12, 16-17=37, 13-19=49, 12-13=-12, 15-18=49, 14-15=-12 Horz: 1-2=-26, 2-5=-30 Concentrated Loads (lb) Vert: 25=805(F) 24=105(F) 23=566 6=80 10=265 17=714(F=344) 16=140(F) 35=125(F) 36=186(F) 37=259(F) 38=235(F) 39=344(F) 40=310(F) 41=143(F) Trapezoidal Loads (plf) Vert: 2=-60-to-5=27, 5=14-to-6=27 11) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 6-34=9, 11-34=-4, 17-28=-12, 16-17=-28, 13-19=-16, 12-13=-12, 15-18=-16, 14-15=-12 Horz: 1-2=-13, 2-5=-17 Concentrated Loads (lb) Vert: 25=805(F) 24=105(F) 23=-185 6=-26 10=-87 17=224(F=344) 16=140(F) 35=125(F) 36=186(F) 37=259(F) 38=235(F) 39=344(F) 40=310(F) 41=143(F) Trapezoidal Loads (plf) Vert: 2=-97-to-5=-10, 5=-10-to-6=3 12) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=17, 6-34=9, 11-34=46, 17-28=-12, 16-17=37, 13-19=49, 12-13=-12, 15-18=49, 14-15=-12 Horz: 1-2=-26, 2-5=-30 Concentrated Loads (lb) Vert: 25=805(F) 24=105(F) 23=566 6=80 10=265 17=714(F=344) 16=140(F) 35=125(F) 36=186(F) 37=259(F) 38=235(F) 39=344(F) 40=310(F) 41=143(F) Trapezoidal Loads (plf) Vert: 2=-60-to-5=27, 5=14-to-6=27 13) Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=4, 6-34=9, 11-34=-4, 17-28=-12, 16-17=-28, 13-19=-16, 12-13=-12, 15-18=-16, 14-15=-12 Horz: 1-2=-13, 2-5=-17 Concentrated Loads (lb) Vert: 25=805(F) 24=105(F) 23=-185 6=-26 10=-87 17=224(F=344) 16=140(F) 35=125(F) 36=186(F) 37=259(F) 38=235(F) 39=344(F) 40=310(F) 41=143(F) Trapezoidal Loads (plf) Vert: 2=-97-to-5=-10, 5=-10-to-6=3 14) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=6, 6-34=-12, 11-34=-181, 17-28=-20, 16-17=-242, 13-19=-222, 12-13=-20, 15-18=-222, 14-15=-20 Horz: 1-2=-26, 2-5=-22 Concentrated Loads (lb) Vert: 25=813(F) 24=113(F) 23=-2550 6=-360 10=-1192 17=-1311(F=352) 16=147(F) 35=133(F) 36=194(F) 37=267(F) 38=243(F) 39=352(F) 40=318(F) 41=151(F) Trapezoidal Loads (plf) Vert: 2=-182-to-5=-95, 5=-108-to-6=-94 15) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-7, 6-34=-12, 11-34=-181, 17-28=-20, 16-17=-242, 13-19=-222, 12-13=-20, 15-18=-222, 14-15=-20 Horz: 1-2=-13, 2-5=-8 Continued on page 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G1 Truss Type HALF HIP GIRDER Qty 1 Ply 5 WF57 Job Reference (optional) I38442872 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:18:43 2019 Page 4 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-T8TKWeFjWUAAkkW6LTiVTnQM1GqR8udklhHP?GyfL?g LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 25=813(F) 24=113(F) 23=-2550 6=-360 10=-1192 17=-1311(F=352) 16=147(F) 35=133(F) 36=194(F) 37=267(F) 38=243(F) 39=352(F) 40=318(F) 41=151(F) Trapezoidal Loads (plf) Vert: 2=-195-to-5=-108, 5=-108-to-6=-94 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-100, 6-34=-20, 11-34=-173, 17-28=-20, 16-17=-220, 13-19=-200, 12-13=-20, 15-18=-200, 14-15=-20 Concentrated Loads (lb) Vert: 25=-835(F) 24=-447(F) 23=-2300 6=-325 10=-1075 17=-1723(F=-223) 16=-453(F) 35=-342(F) 36=-342(F) 37=-341(F) 38=-492(F) 39=-223(F) 40=-700(F) 41=-450(F) Trapezoidal Loads (plf) Vert: 2=-195-to-5=-108, 5=-108-to-6=-95 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 6-34=-32, 11-34=-337, 17-28=-20, 16-17=-420, 13-19=-400, 12-13=-20, 15-18=-400, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2716(F) 24=-1105(F) 23=-4600 6=-650 10=-2150 17=-3535(F=-535) 16=-1266(F) 35=-887(F) 36=-876(F) 37=-1002(F) 38=-1170(F) 39=-535(F) 40=-1793(F) 41=-1215(F) Trapezoidal Loads (plf) Vert: 2=-310-to-32=-278, 32=-309-to-5=-255, 5=-195-to-6=-182 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 6-33=-77, 33-34=-60, 11-34=-365, 17-28=-20, 16-17=-420, 13-19=-400, 12-13=-20, 15-18=-400, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2716(F) 24=-1105(F) 23=-4600 6=-650 10=-2150 17=-3535(F=-535) 16=-1266(F) 35=-887(F) 36=-876(F) 37=-1002(F) 38=-1170(F) 39=-535(F) 40=-1793(F) 41=-1215(F) Trapezoidal Loads (plf) Vert: 2=-282-to-5=-195, 5=-240-to-6=-226 19) Dead + Uninhabitable Attic Storage: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: 1-2=-20, 6-34=-20, 11-34=-173, 17-28=-20, 16-17=-220, 13-19=-200, 12-13=-20, 15-18=-200, 14-15=-20 Concentrated Loads (lb) Vert: 25=-802(F) 24=-398(F) 23=-2300 6=-325 10=-1075 17=-1822(F=-322) 16=-576(F) 35=-416(F) 36=-345(F) 37=-343(F) 38=-627(F) 39=-322(F) 40=-842(F) 41=-601(F) Trapezoidal Loads (plf) Vert: 2=-195-to-5=-108, 5=-108-to-6=-95 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 6-34=-34, 11-34=-332, 17-28=-20, 16-17=-411, 13-19=-391, 12-13=-20, 15-18=-391, 14-15=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-4495 6=-635 10=-2101 17=-2693(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-305-to-5=-218, 5=-194-to-6=-180 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 6-34=-34, 11-34=-313, 17-28=-20, 16-17=-386, 13-19=-366, 12-13=-20, 15-18=-366, 14-15=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-4213 6=-595 10=-1969 17=-2509(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-281-to-5=-194, 5=-184-to-6=-171 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 6-34=-44, 11-34=-323, 17-28=-20, 16-17=-386, 13-19=-366, 12-13=-20, 15-18=-366, 14-15=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-4213 6=-595 10=-1969 17=-2509(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-271-to-5=-184, 5=-194-to-6=-181 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 6-34=-44, 11-34=-323, 17-28=-20, 16-17=-386, 13-19=-366, 12-13=-20, 15-18=-366, 14-15=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-4213 6=-595 10=-1969 17=-2509(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-281-to-5=-194, 5=-194-to-6=-181 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-20, 6-34=-60, 11-34=-365, 17-28=-20, 16-17=-420, 13-19=-400, 12-13=-20, 15-18=-400, 14-15=-20 Continued on page 5 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G1 Truss Type HALF HIP GIRDER Qty 1 Ply 5 WF57 Job Reference (optional) I38442872 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:18:43 2019 Page 5 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-T8TKWeFjWUAAkkW6LTiVTnQM1GqR8udklhHP?GyfL?g LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 25=-2716(F) 24=-1105(F) 23=-4600 6=-650 10=-2150 17=-3535(F=-535) 16=-1266(F) 35=-887(F) 36=-876(F) 37=-1002(F) 38=-1170(F) 39=-535(F) 40=-1793(F) 41=-1215(F) Trapezoidal Loads (plf) Vert: 2=-270-to-5=-183, 5=-223-to-6=-210 25) 3rd Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 6-8=-118, 8-9=-60, 9-34=-118, 11-34=-494, 17-28=-20, 16-17=-512, 13-19=-492, 12-13=-20, 15-18=-492, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2716(F) 24=-1105(F) 23=-5662 6=-800 10=-2647 17=-4228(F=-535) 16=-1266(F) 35=-887(F) 36=-876(F) 37=-1002(F) 38=-1170(F) 39=-535(F) 40=-1793(F) 41=-1215(F) Trapezoidal Loads (plf) Vert: 2=-317-to-5=-230, 5=-316-to-6=-303 26) 4th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-118, 6-34=-32, 11-34=-407, 17-28=-20, 16-17=-512, 13-19=-492, 12-13=-20, 15-18=-492, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2716(F) 24=-1105(F) 23=-5662 6=-800 10=-2647 17=-4228(F=-535) 16=-1266(F) 35=-887(F) 36=-876(F) 37=-1002(F) 38=-1170(F) 39=-535(F) 40=-1793(F) 41=-1215(F) Trapezoidal Loads (plf) Vert: 2=-403-to-5=-316, 5=-230-to-6=-216 27) 5th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-29, 6-8=-94, 8-9=-50, 9-34=-94, 11-34=-414, 17-28=-20, 16-17=-439, 13-19=-419, 12-13=-20, 15-18=-419, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2237(F) 24=-955(F) 23=-4822 6=-681 10=-2254 17=-3676(F=-531) 16=-1154(F) 35=-805(F) 36=-743(F) 37=-837(F) 38=-1101(F) 39=-531(F) 40=-1624(F) 41=-1136(F) Trapezoidal Loads (plf) Vert: 2=-286-to-5=-199, 5=-264-to-6=-251 28) 6th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-94, 6-34=-29, 11-34=-349, 17-28=-20, 16-17=-439, 13-19=-419, 12-13=-20, 15-18=-419, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2237(F) 24=-955(F) 23=-4822 6=-681 10=-2254 17=-3676(F=-531) 16=-1154(F) 35=-805(F) 36=-743(F) 37=-837(F) 38=-1101(F) 39=-531(F) 40=-1624(F) 41=-1136(F) Trapezoidal Loads (plf) Vert: 2=-351-to-5=-264, 5=-199-to-6=-186 29) 7th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-34, 6-8=-78, 8-9=-34, 9-34=-78, 11-34=-429, 17-28=-20, 16-17=-480, 13-19=-460, 12-13=-20, 15-18=-460, 14-15=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-5291 6=-748 10=-2473 17=-3212(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-310-to-5=-223, 5=-263-to-6=-250 30) 8th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-99, 6-34=-13, 11-34=-364, 17-28=-20, 16-17=-480, 13-19=-460, 12-13=-20, 15-18=-460, 14-15=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-5291 6=-748 10=-2473 17=-3212(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-375-to-5=-288, 5=-199-to-6=-185 31) 9th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 6-8=-78, 8-9=-34, 9-34=-78, 11-34=-410, 17-28=-20, 16-17=-456, 13-19=-436, 12-13=-20, 15-18=-436, 14-15=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-5010 6=-708 10=-2341 17=-3029(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-286-to-5=-199, 5=-254-to-6=-241 32) 10th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-84, 6-34=-13, 11-34=-345, 17-28=-20, 16-17=-456, 13-19=-436, 12-13=-20, 15-18=-436, 14-15=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-5010 6=-708 10=-2341 17=-3029(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-351-to-5=-264, 5=-189-to-6=-176 33) 11th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Continued on page 6 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G1 Truss Type HALF HIP GIRDER Qty 1 Ply 5 WF57 Job Reference (optional) I38442872 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:18:43 2019 Page 6 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-T8TKWeFjWUAAkkW6LTiVTnQM1GqR8udklhHP?GyfL?g LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-10, 6-8=-88, 8-9=-44, 9-34=-88, 11-34=-420, 17-28=-20, 16-17=-456, 13-19=-436, 12-13=-20, 15-18=-436, 14-15=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-5010 6=-708 10=-2341 17=-3029(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-276-to-5=-189, 5=-264-to-6=-251 34) 12th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-74, 6-34=-23, 11-34=-355, 17-28=-20, 16-17=-456, 13-19=-436, 12-13=-20, 15-18=-436, 14-15=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-5010 6=-708 10=-2341 17=-3029(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-341-to-5=-254, 5=-199-to-6=-186 35) 13th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 6-8=-88, 8-9=-44, 9-34=-88, 11-34=-420, 17-28=-20, 16-17=-456, 13-19=-436, 12-13=-20, 15-18=-436, 14-15=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-5010 6=-708 10=-2341 17=-3029(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-286-to-5=-199, 5=-264-to-6=-251 36) 14th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-84, 6-34=-23, 11-34=-355, 17-28=-20, 16-17=-456, 13-19=-436, 12-13=-20, 15-18=-436, 14-15=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 25=329(F) 24=43(F) 23=-5010 6=-708 10=-2341 17=-3029(F=238) 16=54(F) 35=58(F) 36=104(F) 37=159(F) 38=122(F) 39=238(F) 40=152(F) 41=58(F) Trapezoidal Loads (plf) Vert: 2=-351-to-5=-264, 5=-199-to-6=-186 37) 15th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 6-8=-118, 8-9=-60, 9-34=-118, 11-34=-494, 17-28=-20, 16-17=-512, 13-19=-492, 12-13=-20, 15-18=-492, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2716(F) 24=-1105(F) 23=-5662 6=-800 10=-2647 17=-4228(F=-535) 16=-1266(F) 35=-887(F) 36=-876(F) 37=-1002(F) 38=-1170(F) 39=-535(F) 40=-1793(F) 41=-1215(F) Trapezoidal Loads (plf) Vert: 2=-317-to-5=-230, 5=-316-to-6=-303 38) 16th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-118, 6-34=-32, 11-34=-407, 17-28=-20, 16-17=-512, 13-19=-492, 12-13=-20, 15-18=-492, 14-15=-20 Concentrated Loads (lb) Vert: 25=-2716(F) 24=-1105(F) 23=-5662 6=-800 10=-2647 17=-4228(F=-535) 16=-1266(F) 35=-887(F) 36=-876(F) 37=-1002(F) 38=-1170(F) 39=-535(F) 40=-1793(F) 41=-1215(F) Trapezoidal Loads (plf) Vert: 2=-403-to-5=-316, 5=-230-to-6=-216 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G2 Truss Type Piggyback Base Girder Qty 1 Ply 4 WF57 Job Reference (optional) I38442873 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:57 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-2ZeNig1OsWHUXOFdaayW_ZrIo21MAQvJDGgJHFyg5ja Scale = 1:106.9 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 30 29 28 27 26 25 24 23 22 21 20 19 18 17 34 35 36 37 38 39 40 41 6x8 10x12 MT20HS 10x12 6x8 8x8 8x8 5x12 MT20HS 12x18 MT20HS 8x8 3x6 5x6 4x6 4x6 4x6 8x8 3x6 3x10 7x16 3x6 8x8 10x12 12x20 10x12 12x18 MT20HS 5x6 6x8 5x12 MT20HS 12x18 MT20HS Special LU26 LU26 LU26 LU26 4-3-8 4-3-8 8-3-3 3-11-11 12-2-14 3-11-11 17-6-14 5-4-0 18-0-6 0-5-9 21-1-0 3-0-9 24-1-9 3-0-9 27-9-1 3-7-7 31-4-8 3-7-7 34-3-15 2-11-7 37-3-6 2-11-7 41-4-15 4-1-9 45-10-0 4-5-1 -1-0-0 1-0-0 4-3-8 4-3-8 8-3-3 3-11-11 12-2-14 3-11-11 17-6-14 5-4-0 18-0-6 0-5-9 21-1-0 3-0-9 24-1-9 3-0-9 27-9-1 3-7-7 31-4-8 3-7-7 34-3-15 2-11-7 37-3-6 2-11-7 41-4-15 4-1-9 45-10-0 4-5-1 0-11-011-1-611-6-04-4-82-0-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-5-3,0-2-8], [3:0-1-0,0-2-8], [6:0-9-8,0-5-0], [12:0-3-12,0-3-12], [13:0-5-8,0-3-4], [14:0-4-0,0-4-12], [18:0-3-8,0-3-0], [19:0-6-4,0-6-0], [20:0-3-8,0-5-0], [22:0-9-4,0-6-4], [23:0-1-8,0-3-8], [24:0-5-4,0-1-8], [25:0-2-12,0-3-12], [27:0-0-0,0-3-10], [30:0-9-0,0-6-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 13.0 0.0 * 12.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 1.00 0.97 0.98 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.89 0.59 (loc) 24 24 17 l/defl >999 >612 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 2238 lb FT = 20% GRIP 169/123 127/93 LUMBER- TOP CHORD 2x8 SP No.2 *Except* 7-11,11-14: 2x10 SP No.2 BOT CHORD 2x8 SP 2250F 1.8E *Except* 12-21: 2x4 SPF No.2, 19-21,17-19: 2x8 SP No.2 WEBS 2x4 SPF No.2 *Except* 9-24: 2x10 SP No.2, 20-22,13-20,14-19: 2x4 SPF-S 1650F 1.6E 13-22,13-19: 2x4 SP 2400F 2.0E, 16-17: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-14. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 21-22. 1 Row at midpt 12-22 REACTIONS.(lb/size)2=12187/0-3-8 (req. 0-5-4), 17=14659/0-3-8 (req. 0-6-5) Max Horz 2=219(LC 48) Max Uplift 2=-1242(LC 10), 17=-2477(LC 6) Max Grav 2=13360(LC 29), 17=16099(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-36652/3651, 3-5=-26888/2658, 5-6=-24485/2467, 6-7=-26048/2652, 7-8=-29894/3051, 8-9=-29859/3051, 9-10=-28614/2967, 10-12=-28614/2967, 12-13=-23669/2516, 13-14=-11678/1411, 14-15=-14754/1753, 15-16=-11646/1592, 16-17=-15583/2097 BOT CHORD 2-30=-3124/29520, 29-30=-2800/26529, 28-29=-2197/21132, 26-28=-1928/18687, 25-26=-2654/25847, 24-25=-3390/32925, 23-24=-3390/32925, 22-23=-2546/23858, 21-22=-661/91, 12-22=-9727/928, 20-21=-48/413, 19-20=-1690/15448, 18-19=-1168/8748 WEBS 3-30=-1068/10439, 3-29=-6263/738, 5-29=-369/3798, 5-28=-4338/525, 6-28=-346/3472, 7-25=-1195/10635, 8-25=-621/85, 9-25=-9376/1092, 9-24=-980/5385, 9-23=-11339/1072, 10-23=-2619/303, 12-23=-1152/12449, 20-22=-2166/19840, 13-22=-2632/25911, 13-20=-11002/1265, 13-19=-14997/1381, 14-19=-958/8319, 15-19=-336/5611, 15-18=-6487/272, 16-18=-1539/11629, 7-26=-10811/1258, 6-26=-1491/13565 NOTES- 1) N/A 2) 4-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-7-0 oc, 2x10 - 2 rows staggered at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 4 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 2 rows staggered at 0-9-0 oc. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 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 (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60Continued on page 2 PLY-TO-PLY CONNECTION REQUIRES THAT AN APPROVED FACE MOUNT HANGER (SPECIFIED BY OTHERS) IS REQUIRED FORLOADS REPORTED IN NOTES. FACE MOUNT HANGER SHALL BE ATTACHED WITH A MINIMUM OF 0.148"x 3" NAILS PER HANGERMANUFACTURER SPECIFICATIONS. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G2 Truss Type Piggyback Base Girder Qty 1 Ply 4 WF57 Job Reference (optional) I38442873 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:58 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-WlClw020dqPL9Yqq8HTlXmNTYSNbvs9SSwPsphyg5jZ NOTES- 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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 = 12.0psf. 12) WARNING: Required bearing size at joint(s) 2, 17 greater than input bearing size. 13) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 14) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 15) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=1242, 17=2477. 16) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 17) Use Simpson Strong-Tie LU26 (6-10d Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 39-9-4 from the left end to 45-2-12 to connect truss(es) to back face of bottom chord. 18) Fill all nail holes where hanger is in contact with lumber. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16599 lb down and 1580 lb up at 24-1-4 on top chord, and 6708 lb down and 742 lb up at 24-1-4 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: 1-6=-66, 6-14=-66, 14-16=-66, 30-31=-24, 22-30=-24, 17-21=-24 Concentrated Loads (lb) Vert: 24=-6708(B) 9=-14450 18=-378(B) 39=-378(B) 40=-378(B) 41=-385(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G3 Truss Type Common Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442874 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:14 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-2qAoHUE3slQ44?2u4emVA82LLvtkf94p8PHiNmyg5jJ Scale = 1:54.0 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 25 26 27 28 29 4x8 5x10 3x4 5x10 3x4 8x8 10x12 3x10 8x8 3x6 3x10 3x10 8x8 3x6 3x10 HGUS28-2 HUS26 HUS26 HUS26 2-6-152-6-15 4-10-52-3-7 7-1-122-3-7 9-5-32-3-7 11-8-92-3-7 14-3-82-6-15 -1-0-0 1-0-0 2-6-15 2-6-15 4-10-5 2-3-7 7-1-12 2-3-7 9-5-3 2-3-7 11-8-9 2-3-7 14-3-8 2-6-15 1-1-08-2-121-1-012.00 12 Plate Offsets (X,Y)-- [12:0-3-8,0-5-12], [13:0-6-0,0-6-4], [15:0-3-8,0-5-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.44 0.82 0.79 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.13 0.02 (loc) 13-15 13-15 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 243 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -H 2-6-0, Right 2x4 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)10=5955/0-3-8 (req. 0-4-11), 2=4439/0-3-8 Max Horz 2=151(LC 27) Max Uplift 10=-776(LC 10), 2=-944(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4793/1070, 4-5=-5327/1247, 5-6=-4743/1038, 6-7=-4745/1037, 7-8=-5725/963, 8-10=-6378/891 BOT CHORD 2-16=-755/3230, 15-16=-755/3230, 13-15=-847/3755, 12-13=-614/4048, 11-12=-574/4308, 10-11=-574/4308 WEBS 6-13=-1397/6438, 7-13=-1805/28, 7-12=0/2218, 8-12=-493/0, 8-11=0/1025, 5-13=-1044/551, 5-15=-605/1258, 4-15=-313/921, 4-16=-1032/283 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: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) 10 greater than input bearing size. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 10 and 2. This connection is for uplift only and does not consider lateral forces. 12) Use Simpson Strong-Tie HGUS28-2 (36-10d Girder, 12-10d Truss) or equivalent at 6-1-8 from the left end to connect truss(es) to back face of bottom chord. 13) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 12-0-12 to connect truss(es) to back face of bottom chord. Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G3 Truss Type Common Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442874 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:14 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-2qAoHUE3slQ44?2u4emVA82LLvtkf94p8PHiNmyg5jJ NOTES- 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-60, 6-10=-60, 17-21=-20 Concentrated Loads (lb) Vert: 14=-3872(B) 27=-1713(B) 28=-1793(B) 29=-1814(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G4 Truss Type Half Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442875 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:16 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_DIZiAGJOMhoJJCHB3ozFZ7htjZA77k6bjmpSfyg5jH Scale = 1:45.5 1 2 3 4 5 6 7 8 17 16 15 14 13 12 11 10 9 18 19 20 21 22 23 24 25 26 27 4x8 4x4 3x4 6x8 3x4 3x4 4x6 4x8 6x8 4x4 2x4 3x10 6x8 4x6 8x8 Special Special Special LU26 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 1-3-81-3-8 2-3-81-0-0 7-3-85-0-0 10-4-03-0-8 13-4-83-0-8 18-7-05-2-8 -1-0-0 1-0-0 1-3-8 1-3-8 2-3-8 1-0-0 7-3-8 5-0-0 10-4-0 3-0-8 13-4-8 3-0-8 18-7-0 5-2-8 0-11-06-11-151-4-010.00 12 Plate Offsets (X,Y)-- [2:Edge,0-6-6], [5:0-6-4,0-2-0], [11:0-5-8,0-4-0], [14:0-6-0,0-3-0], [17:0-1-12,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.44 0.82 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.19 0.17 (loc) 13-14 13-14 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 246 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 4-15,7-10: 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)9=2360/Mechanical, 17=2034/0-3-8 Max Horz 17=206(LC 10) Max Uplift 9=-793(LC 7), 17=-501(LC 10) Max Grav 9=2736(LC 25), 17=2310(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1857/422, 3-4=-6442/1906, 4-5=-2471/715, 5-6=-1958/618, 6-7=-1958/618, 7-8=-1767/530, 8-9=-2091/583, 2-17=-2072/453 BOT CHORD 16-17=-255/249, 15-16=-127/367, 14-15=-215/771, 4-14=-872/2853, 13-14=-1726/5383, 12-13=-601/1908, 11-12=-541/1785, 10-11=-197/600, 7-11=-918/246 WEBS 3-16=-2781/877, 14-16=-674/1876, 3-14=-1192/3748, 4-13=-3683/1152, 5-13=-369/1284, 5-12=-253/165, 6-12=-281/77, 7-12=-191/443, 8-11=-749/2489, 2-16=-236/1166 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 0-8-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=793. 13) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G4 Truss Type Half Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442875 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:16 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_DIZiAGJOMhoJJCHB3ozFZ7htjZA77k6bjmpSfyg5jH NOTES- 14) Load case(s) 1, 2, 3, 4, 16, 17, 18, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 49, 50, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Use Simpson Strong-Tie LU26 (6-10d Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 2-1-12 from the left end to connect truss(es) to back face of bottom chord. 17) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 18-0-12 to connect truss(es) to back face of bottom chord. 18) Fill all nail holes where hanger is in contact with lumber. 19) Special hanger(s) or other connection device(s) shall be provided starting at 12-7-0 from the left end to 16-7-0 sufficient to connect truss(es) to front face of top chord. The design/selection of such special 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: 1-2=-60, 2-5=-60, 5-20=-60, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-392(B) 12=-222(B) 21=-310(B) 22=-270(B) 23=-222(B) 24=-222(B) 25=-368(B) 26=-368(B) 27=-374(B) Trapezoidal Loads (plf) Vert: 20=-60-to-8=-100 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-5=-50, 5-20=-50, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-319(B) 12=-189(B) 21=-255(B) 22=-225(B) 23=-189(B) 24=-189(B) 25=-299(B) 26=-299(B) 27=-305(B) Trapezoidal Loads (plf) Vert: 20=-50-to-8=-80 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-18=-50, 5-18=-64, 5-20=-29, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-319(B) 12=-189(B) 21=-255(B) 22=-225(B) 23=-189(B) 24=-189(B) 25=-299(B) 26=-299(B) 27=-305(B) Trapezoidal Loads (plf) Vert: 20=-29-to-8=-59 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-29, 2-5=-29, 5-19=-61, 19-20=-50, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-319(B) 12=-189(B) 21=-255(B) 22=-225(B) 23=-189(B) 24=-189(B) 25=-299(B) 26=-299(B) 27=-305(B) Trapezoidal Loads (plf) Vert: 20=-50-to-8=-80 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-100, 2-5=-20, 5-20=-20, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-93(B) 12=-83(B) 21=-83(B) 22=-83(B) 23=-83(B) 24=-83(B) 25=-73(B) 26=-73(B) 27=-80(B) Trapezoidal Loads (plf) Vert: 20=-20-to-8=-60 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-18=-60, 5-18=-79, 5-20=-32, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-392(B) 12=-222(B) 21=-310(B) 22=-270(B) 23=-222(B) 24=-222(B) 25=-368(B) 26=-368(B) 27=-374(B) Trapezoidal Loads (plf) Vert: 20=-32-to-8=-72 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 2-5=-32, 5-19=-74, 19-20=-60, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-392(B) 12=-222(B) 21=-310(B) 22=-270(B) 23=-222(B) 24=-222(B) 25=-368(B) 26=-368(B) 27=-374(B) Trapezoidal Loads (plf) Vert: 20=-60-to-8=-100 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-5=-58, 5-20=-34, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-34-to-8=-64 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-5=-44, 5-20=-34, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-34-to-8=-64 Continued on page 3 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G4 Truss Type Half Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442875 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:16 2019 Page 3 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_DIZiAGJOMhoJJCHB3ozFZ7htjZA77k6bjmpSfyg5jH LOAD CASE(S) Standard 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-5=-34, 5-20=-44, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-44-to-8=-74 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-5=-44, 5-20=-44, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-44-to-8=-74 24) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-20, 2-5=-20, 5-20=-60, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-392(B) 12=-222(B) 21=-310(B) 22=-270(B) 23=-222(B) 24=-222(B) 25=-368(B) 26=-368(B) 27=-374(B) Trapezoidal Loads (plf) Vert: 20=-60-to-8=-100 25) 3rd Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 2-5=-32, 5-20=-113, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-392(B) 12=-222(B) 21=-310(B) 22=-270(B) 23=-222(B) 24=-222(B) 25=-368(B) 26=-368(B) 27=-374(B) Trapezoidal Loads (plf) Vert: 20=-113-to-8=-153 26) 4th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-113, 2-5=-113, 5-20=-32, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-392(B) 12=-222(B) 21=-310(B) 22=-270(B) 23=-222(B) 24=-222(B) 25=-368(B) 26=-368(B) 27=-374(B) Trapezoidal Loads (plf) Vert: 20=-32-to-8=-72 27) 5th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-29, 2-5=-29, 5-20=-90, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-319(B) 12=-189(B) 21=-255(B) 22=-225(B) 23=-189(B) 24=-189(B) 25=-299(B) 26=-299(B) 27=-305(B) Trapezoidal Loads (plf) Vert: 20=-90-to-8=-120 28) 6th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-90, 2-5=-90, 5-20=-29, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-319(B) 12=-189(B) 21=-255(B) 22=-225(B) 23=-189(B) 24=-189(B) 25=-299(B) 26=-299(B) 27=-305(B) Trapezoidal Loads (plf) Vert: 20=-29-to-8=-59 29) 7th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-34, 2-5=-37, 5-20=-74, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-74-to-8=-104 30) 8th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-95, 2-5=-98, 5-20=-13, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-13-to-8=-43 31) 9th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-5=-23, 5-20=-74, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Continued on page 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G4 Truss Type Half Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442875 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:16 2019 Page 4 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_DIZiAGJOMhoJJCHB3ozFZ7htjZA77k6bjmpSfyg5jH LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: 20=-74-to-8=-104 32) 10th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-80, 2-5=-84, 5-20=-13, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-13-to-8=-43 33) 11th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-10, 2-5=-13, 5-20=-84, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-84-to-8=-114 34) 12th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-71, 2-5=-74, 5-20=-23, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-23-to-8=-53 35) 13th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-5=-23, 5-20=-84, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-84-to-8=-114 36) 14th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-80, 2-5=-84, 5-20=-23, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=75(B) 12=111(B) 21=35(B) 22=74(B) 23=111(B) 24=111(B) 25=111(B) 26=111(B) 27=105(B) Trapezoidal Loads (plf) Vert: 20=-23-to-8=-53 37) 15th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 2-5=-32, 5-20=-113, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-392(B) 12=-222(B) 21=-310(B) 22=-270(B) 23=-222(B) 24=-222(B) 25=-368(B) 26=-368(B) 27=-374(B) Trapezoidal Loads (plf) Vert: 20=-113-to-8=-153 38) 16th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-113, 2-5=-113, 5-20=-32, 15-17=-20, 11-14=-20, 9-10=-20 Concentrated Loads (lb) Vert: 15=-392(B) 12=-222(B) 21=-310(B) 22=-270(B) 23=-222(B) 24=-222(B) 25=-368(B) 26=-368(B) 27=-374(B) Trapezoidal Loads (plf) Vert: 20=-32-to-8=-72 49) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-5=-58, 5-20=-34, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-34-to-8=-64 50) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-5=-44, 5-20=-34, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-34-to-8=-64 51) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Continued on page 5 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G4 Truss Type Half Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442875 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:16 2019 Page 5 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_DIZiAGJOMhoJJCHB3ozFZ7htjZA77k6bjmpSfyg5jH LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-31, 2-5=-34, 5-20=-44, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-44-to-8=-74 52) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-5=-44, 5-20=-44, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-44-to-8=-74 53) Reversal: 7th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-34, 2-5=-37, 5-20=-74, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-74-to-8=-104 54) Reversal: 8th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-95, 2-5=-98, 5-20=-13, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=5, 2-5=8 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-13-to-8=-43 55) Reversal: 9th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-5=-23, 5-20=-74, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-74-to-8=-104 56) Reversal: 10th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-80, 2-5=-84, 5-20=-13, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-13-to-8=-43 57) Reversal: 11th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-10, 2-5=-13, 5-20=-84, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-84-to-8=-114 58) Reversal: 12th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-71, 2-5=-74, 5-20=-23, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-19, 2-5=-16 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-23-to-8=-53 59) Reversal: 13th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-5=-23, 5-20=-84, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-84-to-8=-114 Continued on page 6 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G4 Truss Type Half Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442875 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:16 2019 Page 6 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_DIZiAGJOMhoJJCHB3ozFZ7htjZA77k6bjmpSfyg5jH LOAD CASE(S) Standard 60) Reversal: 14th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-80, 2-5=-84, 5-20=-23, 15-17=-20, 11-14=-20, 9-10=-20 Horz: 1-2=-10, 2-5=-6 Concentrated Loads (lb) Vert: 15=-269(B) 12=-208(B) 21=-203(B) 22=-211(B) 23=-208(B) 24=-208(B) 25=-269(B) 26=-269(B) 27=-275(B) Trapezoidal Loads (plf) Vert: 20=-23-to-8=-53 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G5 Truss Type Jack-Closed Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442876 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:17 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-SPsxvWHx9gpexTnTlnJCongtX627sZHFqNWM_5yg5jG Scale = 1:99.9 1 2 3 4 5 6 12 11 10 9 8 7 13 14 15 16 17 8x8 3x4 3x4 4x6 4x6 3x6 3x4 3x4 3x6 4x4 3x6 LU24 LU24 LU24 LU26 12 - 7 - 3 3-1-12 3-1-12 6-3-8 3-1-12 12-3-8 6-0-0 18-7-0 6-3-8 3-1-12 3-1-12 6-3-8 3-1-12 12-3-8 6-0-0 18-7-0 6-3-8 0-11-016-4-1310.00 12 Plate Offsets (X,Y)-- [1:Edge,0-6-6], [12:0-1-12,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.31 0.20 0.57 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 10 8-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 282 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 *Except* 6-7: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 Rows at 1/3 pts 6-7 REACTIONS.(lb/size)12=1855/0-3-8, 7=1055/Mechanical Max Horz 12=459(LC 10) Max Uplift 7=-223(LC 10) Max Grav 12=1871(LC 16), 7=1190(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-1507/0, 1-2=-1891/0, 2-3=-1661/0, 3-5=-756/0, 6-7=-250/108 BOT CHORD 11-12=-418/334, 10-11=-134/1404, 8-10=-89/1243, 7-8=-83/507 WEBS 3-10=0/1045, 3-8=-1031/7, 5-8=0/867, 5-7=-1014/163, 1-11=0/1175 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=223. 11) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0-8-12 from the left end to 4-8-12 to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong-Tie LU26 (6-16d Girder, 4-10dx1 1/2 Truss) or equivalent at 6-0-4 from the left end to connect truss(es) to front face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G5 Truss Type Jack-Closed Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442876 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:17 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-SPsxvWHx9gpexTnTlnJCongtX627sZHFqNWM_5yg5jG LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-60, 7-12=-20 Concentrated Loads (lb) Vert: 10=-703(F) 14=-353(F) 15=-199(F) 16=-199(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G6 Truss Type Piggyback Base Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442877 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:20 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-s_X4XYJqSbBDowW2QvsvQPHJfKug3pUiWLk1bQyg5jD Scale = 1:68.1 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 20 21 22 23 24 25 26 27 28 29 30 31 32 4x8 4x6 2x4 4x4 8x8 3x4 8x8 2x4 2x4 3x6 3x6 5x10 5x10 4x8 Special Special LU24 LU24 LU24 Special 4-3-84-3-8 6-8-52-4-13 11-3-84-7-3 18-0-66-8-14 23-11-05-10-10 -1-0-0 1-0-0 4-3-8 4-3-8 6-8-5 2-4-13 11-3-8 4-7-3 12-0-5 0-8-13 18-0-6 6-0-1 23-11-0 5-10-10 0-11-06-5-1511-6-02-0-010.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-6-4,0-2-0], [8:0-6-4,0-2-0], [13:0-3-0,0-2-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.58 0.91 0.99 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.26 0.19 (loc) 13-14 13-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 325 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 6-12: 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7, 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 9-10 REACTIONS.(lb/size)10=1563/Mechanical, 2=2359/0-3-8 Max Horz 2=343(LC 10) Max Uplift 10=-298(LC 10), 2=-470(LC 10) Max Grav 10=1813(LC 31), 2=2728(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5533/1335, 4-5=-3882/923, 5-6=-3430/651, 6-7=-3394/637, 7-8=-1267/134, 9-10=-315/65 BOT CHORD 2-15=-1366/4439, 14-15=-1216/3967, 13-14=-911/3018, 6-13=-451/424, 10-11=-159/772 WEBS 4-15=-531/1817, 4-14=-1374/442, 5-14=-602/1830, 5-13=0/614, 11-13=-764/3252, 7-13=-355/1776, 7-11=-3536/838, 8-11=-284/1709, 8-10=-1678/346 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 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s) for truss to truss connections. 12) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=298.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G6 Truss Type Piggyback Base Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442877 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:20 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-s_X4XYJqSbBDowW2QvsvQPHJfKug3pUiWLk1bQyg5jD NOTES- 14) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 6-0-12 from the left end to 10-0-12 to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 354 lb down and 124 lb up at 2-0-12, and 269 lb down and 62 lb up at 4-3-8, and 622 lb down and 21 lb up at 11-5-4 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: 1-5=-60, 5-7=-60, 7-8=-60, 8-9=-60, 15-16=-20, 13-15=-20, 10-12=-20 Concentrated Loads (lb) Vert: 15=-269(B) 13=-622(B) 27=-354(B) 28=-297(B) 29=-209(B) 30=-209(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G7 Truss Type Jack-Closed Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442878 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:20 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-s_X4XYJqSbBDowW2QvsvQPHR9K2s303iWLk1bQyg5jD Scale = 1:40.6 1 2 3 5 4 6 7 8 2x4 4x4 8x8 4x4 3x6 LU26 LU26 2-10-82-10-8 5-9-02-10-8 2-10-8 2-10-8 5-9-0 2-10-8 0-10-06-7-012.00 12 Plate Offsets (X,Y)-- [1:0-0-5,0-0-0], [1:0-3-4,0-2-9], [1:0-1-9,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.10 0.26 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=722/Mechanical, 4=634/Mechanical Max Horz 1=154(LC 10) Max Uplift 4=-1(LC 10) Max Grav 1=723(LC 16), 4=642(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-559/0 BOT CHORD 1-5=-18/453, 4-5=0/374 WEBS 2-5=0/647, 2-4=-584/0 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 9) Use Simpson Strong-Tie LU26 (6-10d Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-9-12 from the left end to 3-9-12 to connect truss(es) to back face of bottom chord. 10) Fill all nail holes where hanger is in contact with lumber. 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, 1-4=-20 Concentrated Loads (lb) Vert: 7=-474(B) 8=-474(B) September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G8 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442879 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:24 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-llnaNvMKWphfHYppflxraFS?WxId?ovHRziEkByg5j9 Scale: 3/16"=1' 1 2 3 4 5 6 7 8 9 10 11 12 13 22 21 20 19 18 17 16 15 14 31 32 33 34 35 36 37 38 39 40 41 4243 44 45 46 47 48 49 50 5x8 3x6 5x8 6x8 3x4 6x8 3x4 4x8 3x6 2x4 4x4 5x8 2x4 2x4 3x10 2x4 5x8 4x4 3x6 2x4 4x8 LU26 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 3-9-83-9-8 7-3-83-6-0 12-10-105-7-2 18-4-05-5-6 23-9-65-5-6 29-4-85-7-2 32-10-83-6-0 36-8-03-9-8 -1-0-0 1-0-0 3-9-8 3-9-8 7-3-8 3-6-0 12-10-10 5-7-2 18-4-0 5-5-6 23-9-6 5-5-6 29-4-8 5-7-2 32-10-8 3-6-0 36-8-0 3-9-8 0-11-06-11-150-11-06-11-1510.00 12 Plate Offsets (X,Y)-- [5:0-6-0,0-1-12], [10:0-6-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.58 0.78 0.32 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.32 0.10 (loc) 16-18 16-18 13 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 423 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -H 2-6-0, Right 2x4 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except 2-0-0 oc purlins (4-9-15 max.): 5-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)13=3571/Mechanical, 2=3715/0-3-8 Max Horz 2=129(LC 45) Max Uplift 13=-1463(LC 6), 2=-1207(LC 7) Max Grav 13=3892(LC 28), 2=4007(LC 28) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-4958/1566, 4-5=-4848/1653, 5-6=-5361/1891, 6-7=-5361/1891, 7-9=-5330/1932, 9-10=-5330/1932, 10-11=-4748/1747, 11-13=-4729/1752 BOT CHORD 2-22=-1253/3698, 21-22=-1253/3698, 20-21=-1309/3731, 18-20=-2097/5840, 16-18=-2097/5840, 15-16=-1298/3652, 14-15=-1275/3524, 13-14=-1275/3524 WEBS 4-21=-332/201, 5-21=-331/1003, 5-20=-991/2526, 6-20=-667/139, 7-20=-763/369, 7-18=-354/800, 7-16=-802/305, 9-16=-667/139, 10-16=-938/2600, 10-15=-431/903 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) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=1463. 13) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G8 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442879 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:24 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-llnaNvMKWphfHYppflxraFS?WxId?ovHRziEkByg5j9 NOTES- 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use Simpson Strong-Tie LU26 (6-10d Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 2-0-12 from the left end to connect truss(es) to front face of bottom chord. 16) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 4-0-12 from the left end to 36-0-12 to connect truss(es) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Double installations of RT16-2 require installation on both interior and exterior sides. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-10=-60, 10-13=-60, 23-27=-20 Concentrated Loads (lb) Vert: 19=-222(F) 22=-306(F) 18=-222(F) 16=-222(F) 25=-226(F) 35=-392(F) 36=-262(F) 37=-222(F) 39=-222(F) 40=-222(F) 41=-222(F) 42=-222(F) 44=-222(F) 45=-222(F) 47=-222(F) 48=-222(F) 49=-222(F) 50=-222(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G9 Truss Type Piggyback Base Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442880 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:28 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-dX05DHPrZ2B5l97bua0nk5dcNYfixRitMbgStyyg5j5 Scale = 1:114.9 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 10x12 6x8 6x8 6x8 3x6 8x10 6x8 3x4 2x4 2x4 2x4 4x8 5x10 2x4 2x4 5x6 4x8 2x4 8x8 4x6 2x4 4x8 3x6 5x10 3x6 4x6 3x6 4x8 4x6 6x8 3x10 3x10 2x4 Special Special LU24 HUS26 0-9-4 0-9-4 2-4-10 1-7-6 4-9-4 2-4-10 7-3-8 2-6-4 12-8-13 5-5-5 15-3-8 2-6-11 20-8-6 5-4-14 28-1-0 7-4-10 30-4-8 2-3-8 31-11-10 1-7-2 37-2-1 5-2-7 42-4-8 5-2-7 43-8-9 1-4-1 44-8-0 0-11-7 -1-0-0 1-0-0 2-4-10 2-4-10 4-9-4 2-4-10 7-3-8 2-6-4 15-3-8 8-0-0 20-8-6 5-4-14 28-1-0 7-4-10 30-4-8 2-3-8 31-11-10 1-7-2 37-2-1 5-2-7 42-4-8 5-2-7 44-8-0 2-3-8 45-8-0 1-0-0 0-11-00-1-06-11-1511-6-00-11-02-0-01-4-011-6-010.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-3-12,0-2-8], [5:0-2-15,Edge], [7:0-4-8,0-1-8], [10:0-6-4,0-2-0], [14:0-4-4,0-2-5], [20:0-2-12,0-2-8], [23:0-2-8,0-2-0], [27:0-2-4,0-4-0], [31:0-6-4,0-1-8], [32:0-5-8,0-5-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.91 0.77 0.97 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.57 0.40 (loc) 28-30 28-30 17 l/defl >999 >927 n/a L/d 240 180 n/a PLATES MT20 Weight: 630 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6: 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 *Except* 32-34,29-32: 2x8 SP No.2, 8-26,23-25,19-20: 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-34: 2x10 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins, except end verticals, and 2-0-0 oc purlins (4-5-15 max.): 5-6, 7-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 24-27,25-26. 1 Row at midpt 8-27 REACTIONS.(lb/size)34=4510/0-9-4, 17=2276/0-3-8 Max Horz 34=223(LC 9) Max Uplift 34=-577(LC 10), 17=-133(LC 11) Max Grav 34=4891(LC 33), 17=2611(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7061/907, 3-4=-9678/1159, 4-5=-9523/1228, 5-6=-7265/661, 6-7=-4960/383, 7-8=-3320/246, 8-9=-3297/246, 9-10=-2796/214, 10-12=-4121/353, 12-13=-4057/169, 13-14=-5976/205, 14-15=-1814/97, 2-34=-4538/597 BOT CHORD 33-34=-301/674, 32-33=-882/6043, 31-32=-692/6368, 30-31=-702/6465, 28-30=-613/7565, 27-28=-206/3815, 8-27=-901/182, 23-24=-74/554, 21-23=-54/2533, 20-21=-142/4696, 14-20=-122/3321 WEBS 6-28=-4927/593, 7-28=-275/3284, 7-27=-926/167, 23-27=-8/2453, 9-27=-232/2359, 12-21=-680/247, 13-21=-1719/165, 3-32=-136/2048, 5-32=-475/2456, 5-30=-237/1465, 6-30=-1026/318, 9-23=-2103/210, 10-23=-142/1509, 10-21=-224/1341, 15-17=-2347/127, 14-18=-2817/62, 15-18=-25/1606, 18-20=-27/1842, 13-20=0/1194, 3-33=-2087/236, 2-33=-578/4687, 5-31=-325/2982 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, 2x6 - 2 rows staggered at 0-9-0 oc, 2x10 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 17-15 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G9 Truss Type Piggyback Base Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442880 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:29 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-6jaTQdQTKMJxNJinSIX0HJ9n7y?xguy0aFQ?POyg5j4 NOTES- 8) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) Bearing at joint(s) 34, 17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 34. This connection is for uplift only and does not consider lateral forces. 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 6-0-12 from the left end to connect truss(es) to front face of bottom chord. 15) Use Simpson Strong-Tie HUS26 (14-16d Girder, 6-16d Truss) or equivalent at 7-11-4 from the left end to connect truss(es) to front face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 385 lb down and 118 lb up at 2-0-12, and 306 lb down and 60 lb up at 4-0-12 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: 1-2=-60, 2-5=-60, 5-6=-60, 6-7=-60, 7-10=-60, 10-16=-60, 32-34=-20, 27-32=-20, 25-26=-20, 20-23=-20, 17-19=-20 Concentrated Loads (lb) Vert: 45=-385(F) 46=-306(F) 47=-262(F) 48=-2150(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G10 Truss Type Jack-Closed Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442881 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:21:04 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-qGVd5sz9Jpx99PoC5akZhWmZN512gfyUA7xMSbyfKzT Scale = 1:42.7 1 2 3 4 8 7 6 5 9 3x8 MT18H 3x12 MT18H 1.5x4 5x5 8x8 7x6 4x7 3.5x6 Special Special 2-1-122-1-12 4-3-82-1-12 6-0-01-8-8 2-1-12 2-1-12 4-3-8 2-1-12 6-0-0 1-8-8 1-1-07-1-05-1-02-0-012.00 12 6.00 12 Plate Offsets (X,Y)-- [1:0-3-7,Edge], [3:0-1-4,0-1-8], [7:0-3-0,0-4-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.21 0.57 0.76 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.03 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 40 lb FT = 20% GRIP 197/144 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)8=1807/0-3-8, 5=2158/Mechanical Max Horz 8=173(LC 10) Max Uplift 8=-9(LC 6), 5=-222(LC 10) Max Grav 8=1809(LC 16), 5=2170(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-1694/73, 1-2=-2613/91, 2-3=-1608/47 BOT CHORD 6-7=-242/2148, 5-6=-95/971 WEBS 1-7=-36/1829, 3-6=-205/3093, 3-5=-2326/227, 2-7=-35/913, 2-6=-821/112 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 8 and 222 lb uplift at joint 5. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1756 lb down and 79 lb up at 2-0-12, and 1752 lb down and 84 lb up at 4-3-8 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 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 6-8=-20, 5-6=-20 Concentrated Loads (lb) Vert: 6=-1752(F) 7=-1756(F)September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G11 Truss Type Piggyback Base Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442882 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:45 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-OFwrBaushqnB5YKKt2kiV1LP5DzyM9PYTOmgsyyg5jm Scale = 1:71.5 1 2 3 4 5 6 78 15 14 13 12 11 10 9 16 17 18 19 20 21 22 4x8 4x4 3x10 5x6 5x8 4x6 4x4 3x10 5x8 4x6 4x6 3x10 4x6 THJA26 HUS26 HUS26 THJA26 4-6-124-6-12 8-10-04-3-4 13-2-04-4-0 17-5-44-3-4 22-0-04-6-12 -1-0-0 1-0-0 4-6-12 4-6-12 8-10-0 4-3-4 13-2-0 4-4-0 17-5-4 4-3-4 22-0-0 4-6-12 23-0-0 1-0-0 2-8-011-6-02-8-011-6-012.00 12 Plate Offsets (X,Y)-- [3:0-3-12,0-3-0], [4:0-6-4,0-1-12], [5:0-2-4,0-1-12], [6:0-3-12,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.28 0.88 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.15 0.02 (loc) 12-14 12-14 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 324 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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.): 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)15=3220/0-3-8, 9=3213/0-3-8 Max Horz 15=-259(LC 8) Max Uplift 15=-896(LC 10), 9=-892(LC 11) Max Grav 15=3667(LC 29), 9=3660(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3380/913, 3-4=-2916/829, 4-5=-1942/639, 5-6=-2933/836, 6-7=-3369/908, 2-15=-3783/979, 7-9=-3770/973 BOT CHORD 14-15=-253/258, 12-14=-707/2257, 11-12=-560/1927, 10-11=-577/2249 WEBS 3-14=-422/494, 3-12=-666/367, 4-12=-566/1620, 5-11=-554/1664, 6-11=-626/352, 6-10=-413/445, 2-14=-664/2525, 7-10=-660/2513 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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, with BCDL = 10.0psf. 10) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 15 and 9. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at 6-0-6 from the left end to connect truss(es) to back face of bottom chord. Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G11 Truss Type Piggyback Base Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442882 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:45 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-OFwrBaushqnB5YKKt2kiV1LP5DzyM9PYTOmgsyyg5jm NOTES- 14) Use Simpson Strong-Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 7-6-8 oc max. starting at 7-2-12 from the left end to 14-9-4 to connect truss(es) to back face of bottom chord. 15) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 15-11-10 from the left end to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 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, 5-7=-60, 7-8=-60, 9-15=-20 Concentrated Loads (lb) Vert: 18=-1202(B) 19=-1077(B) 21=-1077(B) 22=-1202(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G12 Truss Type Jack-Closed Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442883 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:46 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-sRUDPwvVS8v2jivWRmFx1EtTqdVR5ZZhh2VDOOyg5jl Scale = 1:51.9 1 2 3 6 5 4 7 8 2x4 3x6 2x4 3x4 8x8 3x6 3-0-03-0-0 6-0-03-0-0 3-0-0 3-0-0 6-0-0 3-0-0 2-8-08-8-012.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.73 0.10 0.51 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 48 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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. WEBS 1 Row at midpt 3-4REACTIONS.(lb/size)6=1085/0-3-8, 4=1085/Mechanical Max Horz 6=236(LC 13) Max Uplift 6=-65(LC 14), 4=-202(LC 14) Max Grav 6=1108(LC 25), 4=1223(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-1072/206, 1-2=-741/129, 2-3=-508/323, 3-4=-450/192 BOT CHORD 5-6=-375/359, 4-5=-233/489 WEBS 1-5=-81/517, 2-5=-286/100, 2-4=-850/323 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-0-0, Interior(1) 3-0-0 to 5-10-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=202. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-360, 4-6=-20 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G13 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442884 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:48 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-oqbzpbwl_l9my03vYBIP7fzwZQ6DZZG_9M_KTGyg5jj Scale = 1:39.9 1 2 3 4 5 6 7 8 9 13 12 11 10 22 23 24 25 26 27 28 29 30 4x8 4x8 5x8 4x4 4x6 2x4 3x10 2x4 2x4 5x8 4x4 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 LU24 4-9-04-9-0 9-2-04-5-0 13-7-04-5-0 18-4-04-9-0 -0-11-0 0-11-0 4-9-0 4-9-0 9-2-0 4-5-0 13-7-0 4-5-0 18-4-0 4-9-0 19-3-0 0-11-0 1-0-05-9-01-0-05-9-012.00 12 Plate Offsets (X,Y)-- [4:0-6-4,0-1-12], [6:0-6-4,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.27 0.33 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.02 (loc) 11 10-11 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 205 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 2-6-0, Right 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=1991/0-3-8, 8=1998/0-3-8 Max Horz 2=-111(LC 46) Max Uplift 2=-595(LC 7), 8=-598(LC 6) Max Grav 2=2199(LC 29), 8=2205(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2216/658, 4-5=-2109/643, 5-6=-2109/643, 6-8=-2228/664 BOT CHORD 2-13=-487/1521, 11-13=-492/1537, 10-11=-441/1545, 8-10=-436/1528 WEBS 4-13=-224/712, 4-11=-329/901, 5-11=-620/114, 6-11=-324/889, 6-10=-234/731 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 8. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 16-3-4 to connect truss(es) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G13 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442884 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:48 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-oqbzpbwl_l9my03vYBIP7fzwZQ6DZZG_9M_KTGyg5jj 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, 14-18=-20 Concentrated Loads (lb) Vert: 12=-222(B) 11=-222(B) 24=-367(B) 25=-284(B) 26=-222(B) 27=-222(B) 28=-222(B) 29=-284(B) 30=-367(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G14 Truss Type Common Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442885 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:49 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-G09M1xxNl3Hda9e56upeftV6JqTqIzV8O0ku?jyg5ji Scale: 3/16"=1' 1 2 3 4 5 6 10 9 8 7 14 15 1617 18 19 3x4 4x4 4x6 8x8 3x6 2x4 3x6 2x4 4x8 3x6 LU26 LU24 LU24 LU24 LU24 LU24 LU24 4-0-94-0-9 7-10-53-9-12 11-8-23-9-12 15-4-03-7-14 4-0-9 4-0-9 7-10-5 3-9-12 11-8-2 3-9-12 15-4-0 3-7-14 0-7-1210-4-87-3-1510.00 12 Plate Offsets (X,Y)-- [9:0-4-0,0-4-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.20 0.31 0.30 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.06 0.01 (loc) 9-10 9-10 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 206 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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.(lb/size)1=2150/0-3-8, 7=2156/0-3-8 Max Horz 1=244(LC 27) Max Uplift 1=-116(LC 10), 7=-223(LC 10) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2600/144, 2-4=-1815/130, 4-5=-931/124, 5-6=-916/129, 6-7=-1942/224 BOT CHORD 1-10=-294/1939, 9-10=-294/1939, 8-9=-181/1309 WEBS 2-10=-36/893, 2-9=-838/156, 4-9=-120/1511, 4-8=-1335/228, 5-8=-85/922, 6-8=-152/1451 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 7. This connection is for uplift only and does not consider lateral forces. 10) Use Simpson Strong-Tie LU26 (6-10d Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 1-6-12 from the left end to connect truss(es) to front face of bottom chord. 11) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss) or equivalent spaced at 2-0-0 oc max. starting at 3-6-12 from the left end to 13-6-12 to connect truss(es) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G14 Truss Type Common Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442885 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:49 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-G09M1xxNl3Hda9e56upeftV6JqTqIzV8O0ku?jyg5ji LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-60, 5-6=-60, 7-11=-20 Concentrated Loads (lb) Vert: 9=-441(F) 8=-443(F) 15=-441(F) 16=-441(F) 17=-441(F) 18=-441(F) 19=-443(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G15 Truss Type Common Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442886 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:49 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-G09M1xxNl3Hda9e56upeftV8_qTYI?W8O0ku?jyg5ji Scale = 1:22.5 1 2 3 411 12 3x4 3x4 2x4 4x4 LU26 LU26 2-9-82-9-8 5-7-02-9-8 2-9-8 2-9-8 5-7-0 2-9-8 0-7-122-11-110-7-1210.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.10 0.26 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 4-10 4-10 1 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 No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=663/0-3-8, 3=670/0-3-8 Max Horz 1=-45(LC 23) Max Uplift 1=-45(LC 10), 3=-45(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-704/71, 2-3=-703/71 BOT CHORD 1-4=-26/498, 3-4=-26/498 WEBS 2-4=-44/709 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 3. This connection is for uplift only and does not consider lateral forces. 8) Use Simpson Strong-Tie LU26 (6-10d Girder, 4-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-9-12 from the left end to 3-9-12 to connect truss(es) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 5-8=-20 Concentrated Loads (lb) Vert: 11=-443(B) 12=-443(B) September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G16 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442887 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:51 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-DPH6SdzdHgXLpToTEJr6kIbQWe4cmvfQrKD_3byg5jg Scale = 1:34.6 1 2 3 4 5 6 7 8 13 12 11 10 9 20 21 22 23 4x8 4x8 3x6 3x6 3x4 2x4 3x4 8x8 2x4 3x4 3x4 2x4 THJA26 LU24 LU24 LU24 THJA26 3-3-53-3-5 6-0-02-8-11 10-0-04-0-0 14-0-04-0-0 16-8-112-8-11 20-0-03-3-5 -1-0-0 1-0-0 3-3-5 3-3-5 6-0-0 2-8-11 10-0-0 4-0-0 14-0-0 4-0-0 16-8-11 2-8-11 20-0-0 3-3-5 0-5-02-5-00-5-02-5-04.00 12 Plate Offsets (X,Y)-- [4:0-5-4,0-2-0], [6:0-5-4,0-2-0], [11:0-4-0,0-4-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.35 0.61 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.28 0.05 (loc) 11 11 8 l/defl >999 >851 n/a L/d 240 180 n/a PLATES MT20 Weight: 167 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-11 oc purlins, except 2-0-0 oc purlins (4-11-9 max.): 4-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)8=1993/0-3-8, 2=1964/0-3-8 Max Horz 2=35(LC 52) Max Uplift 8=-344(LC 7), 2=-377(LC 6) Max Grav 8=2083(LC 29), 2=2089(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4675/846, 3-4=-5123/956, 4-5=-5762/1043, 5-6=-5762/1043, 6-7=-5183/961, 7-8=-4876/864 BOT CHORD 2-13=-795/4391, 12-13=-795/4391, 11-12=-889/4925, 10-11=-875/4982, 9-10=-793/4573, 8-9=-793/4573 WEBS 3-13=-374/109, 3-12=-248/585, 4-12=-173/1038, 4-11=-164/940, 5-11=-396/107, 6-11=-161/875, 6-10=-176/1083, 7-10=-389/466, 7-9=-336/101 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) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 2. This connection is for uplift only and does not consider lateral forces. 12) Load case(s) 1, 2, 3, 4, 16, 17, 18, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42, 43, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 65 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G16 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442887 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:52 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hbrUfzzF2_fBRdNgn1MLHV7bG1QrVMva4_yYc2yg5jf NOTES- 14) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Left Hand Hip) or equivalent at 6-0-6 from the left end to connect truss(es) to front face of bottom chord. 15) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 8-0-12 from the left end to 11-11-4 to connect truss(es) to front face of bottom chord. 16) Use Simpson Strong-Tie THJA26 (THJA26 on 2 ply, Right Hand Hip) or equivalent at 13-11-10 from the left end to connect truss(es) to front face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 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, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-60-to-8=-100 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-50, 4-6=-50, 6-8=-80, 14-17=-20 Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-50, 4-21=-50, 6-21=-54, 6-8=-59, 14-17=-20 Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-29, 4-20=-55, 6-20=-50, 6-8=-80, 14-17=-20 Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-100, 2-4=-20, 4-6=-20, 14-17=-20 Concentrated Loads (lb) Vert: 12=-252(F) 11=-89(F) 10=-252(F) 22=-89(F) 23=-89(F) Trapezoidal Loads (plf) Vert: 6=-20-to-8=-60 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-21=-60, 6-21=-66, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-32-to-8=-72 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-32, 4-20=-67, 6-20=-60, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-60-to-8=-100 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-4=-34, 4-6=-34, 6-8=-71, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=9 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-38, 2-4=-41, 4-6=-34, 6-8=-64, 14-17=-20 Horz: 1-2=-12, 2-4=-9, 6-8=16 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-4=-34, 4-6=-44, 6-8=-74, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=6 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-4=-44, 4-6=-44, 6-8=-64, 14-17=-20 Horz: 1-2=-10, 2-4=-6, 6-8=16 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 24) 3rd Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-29, 4-21=-50, 6-21=-54, 6-8=-59, 14-17=-20 Continued on page 3 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G16 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442887 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:52 2019 Page 3 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hbrUfzzF2_fBRdNgn1MLHV7bG1QrVMva4_yYc2yg5jf LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 25) 4th Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-61, 4-6=-29, 6-8=-59, 14-17=-20 Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 26) 5th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-29, 4-20=-55, 6-20=-50, 6-8=-59, 14-17=-20 Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 27) 6th Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-29, 4-6=-29, 6-8=-92, 14-17=-20 Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 28) 7th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-32, 4-6=-94, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-32-to-8=-72 29) 8th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-94, 4-6=-32, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-94-to-8=-134 30) 9th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-32, 4-21=-60, 6-21=-66, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-32-to-8=-72 31) 10th Unbal.Dead + Snow (Unbal. Left) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-75, 4-6=-32, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-32-to-8=-72 32) 11th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-32, 4-20=-67, 6-20=-60, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-32-to-8=-72 33) 12th Unbal.Dead + Snow (Unbal. Right) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-32, 4-6=-32, 14-17=-20 Concentrated Loads (lb) Vert: 12=-747(F) 11=-228(F) 10=-747(F) 22=-228(F) 23=-228(F) Trapezoidal Loads (plf) Vert: 6=-76-to-8=-116 34) 13th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-29, 4-6=-75, 6-8=-59, 14-17=-20 Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 35) 14th Unbal.Dead + 0.75 Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-75, 4-6=-29, 6-8=-105, 14-17=-20 Concentrated Loads (lb) Vert: 12=-635(F) 11=-195(F) 10=-635(F) 22=-195(F) 23=-195(F) 36) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-10, 2-4=-13, 4-6=-59, 6-8=-50, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=9 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) Continued on page 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G16 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442887 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:52 2019 Page 4 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hbrUfzzF2_fBRdNgn1MLHV7bG1QrVMva4_yYc2yg5jf LOAD CASE(S) Standard 37) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-56, 2-4=-59, 4-6=-13, 6-8=-96, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=9 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 38) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-17, 2-4=-20, 4-6=-59, 6-8=-43, 14-17=-20 Horz: 1-2=-12, 2-4=-9, 6-8=16 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 39) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-63, 2-4=-66, 4-6=-13, 6-8=-89, 14-17=-20 Horz: 1-2=-12, 2-4=-9, 6-8=16 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 40) 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-10, 2-4=-13, 4-6=-69, 6-8=-53, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=6 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 41) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-56, 2-4=-59, 4-6=-23, 6-8=-99, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=6 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 42) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-4=-23, 4-6=-69, 6-8=-43, 14-17=-20 Horz: 1-2=-10, 2-4=-6, 6-8=16 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 43) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-66, 2-4=-69, 4-6=-23, 6-8=-89, 14-17=-20 Horz: 1-2=-10, 2-4=-6, 6-8=16 Concentrated Loads (lb) Vert: 12=118(F) 11=34(F) 10=118(F) 22=34(F) 23=34(F) 54) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-4=-34, 4-6=-34, 6-8=-71, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=9 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 55) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-38, 2-4=-41, 4-6=-34, 6-8=-64, 14-17=-20 Horz: 1-2=-12, 2-4=-9, 6-8=16 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 56) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-4=-34, 4-6=-44, 6-8=-74, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=6 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 57) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-4=-44, 4-6=-44, 6-8=-64, 14-17=-20 Horz: 1-2=-10, 2-4=-6, 6-8=16 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 58) Reversal: 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-10, 2-4=-13, 4-6=-59, 6-8=-50, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=9 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) Continued on page 5 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G16 Truss Type Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442887 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:52 2019 Page 5 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hbrUfzzF2_fBRdNgn1MLHV7bG1QrVMva4_yYc2yg5jf LOAD CASE(S) Standard 59) Reversal: 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-56, 2-4=-59, 4-6=-13, 6-8=-96, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=9 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 60) Reversal: 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-17, 2-4=-20, 4-6=-59, 6-8=-43, 14-17=-20 Horz: 1-2=-12, 2-4=-9, 6-8=16 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 61) Reversal: 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-63, 2-4=-66, 4-6=-13, 6-8=-89, 14-17=-20 Horz: 1-2=-12, 2-4=-9, 6-8=16 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 62) Reversal: 19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-10, 2-4=-13, 4-6=-69, 6-8=-53, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=6 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 63) Reversal: 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-56, 2-4=-59, 4-6=-23, 6-8=-99, 14-17=-20 Horz: 1-2=-19, 2-4=-16, 6-8=6 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 64) Reversal: 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-4=-23, 4-6=-69, 6-8=-43, 14-17=-20 Horz: 1-2=-10, 2-4=-6, 6-8=16 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(F) 65) Reversal: 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-66, 2-4=-69, 4-6=-23, 6-8=-89, 14-17=-20 Horz: 1-2=-10, 2-4=-6, 6-8=16 Concentrated Loads (lb) Vert: 12=-465(F) 11=-147(F) 10=-465(F) 22=-147(F) 23=-147(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G17 Truss Type Half Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442888 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:52 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hbrUfzzF2_fBRdNgn1MLHV7VO1YkVNea4_yYc2yg5jf Scale = 1:15.8 1 2 3 4 7 6 5 8 9 10 4x8 2x4 2x4 4x4 3x4 3x6 TJC37 Special LU24 1-4-141-4-14 6-0-04-7-2 -1-0-0 1-0-0 1-4-14 1-4-14 6-0-0 4-7-2 1-1-02-5-1412.00 12 Plate Offsets (X,Y)-- [3:0-6-8,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.73 0.10 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.01 -0.01 0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=342/0-3-8, 5=253/Mechanical Max Horz 7=70(LC 10) Max Uplift 7=-97(LC 10), 5=-94(LC 7) Max Grav 7=432(LC 26), 5=412(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-310/105, 4-5=-264/49, 2-7=-449/115 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 1-6-0 from the left end to connect truss(es) to front face of bottom chord, skewed 39.8 deg.to the left, sloping 0.0 deg. down. 14) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 4-0-12 from the left end to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 55 lb up at 2-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) 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 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G17 Truss Type Half Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442888 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:53 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-9oPstJ_upIn23nysLktaqjgg8RuzEqujIei58Uyg5je LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 6=-14(F) 9=-28(F) 10=-28(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G18 Truss Type Half Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442889 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:53 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-9oPstJ_upIn23nysLktaqjgjVRvnEqCjIei58Uyg5je Scale = 1:16.9 1 2 3 4 7 6 5 8 9 10 4x4 2x4 2x4 5x6 3x4 3x6 SpecialSpecial Special 2-1-82-1-8 5-6-03-4-8 -1-0-0 1-0-0 1-4-14 1-4-14 5-6-0 4-1-2 1-1-02-5-141-6-140-11-012.00 12 6.00 12 Plate Offsets (X,Y)-- [3:0-2-8,0-2-0], [6:0-2-8,0-3-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.57 0.05 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 6 5-6 5 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 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)5=232/Mechanical, 7=313/0-3-8 Max Horz 7=70(LC 10) Max Uplift 5=-104(LC 7), 7=-95(LC 10) Max Grav 5=374(LC 25), 7=411(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-377/134, 3-4=-251/127, 4-5=-327/90, 2-7=-388/127 WEBS 4-6=-136/268 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=104. 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 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) 33 lb down and 44 lb up at 1-6-0, and 39 lb down and 57 lb up at 2-1-8, and 39 lb down and 57 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) 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 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G18 Truss Type Half Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442889 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:54 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-d_zF4f?WabvvgxW2vRPpMwDuFrE0zHStXIRegwyg5jd LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-4=-60, 6-7=-20, 5-6=-20 Concentrated Loads (lb) Vert: 6=-25(F) 9=-9(F) 10=-25(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G19 Truss Type Half Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442890 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:54 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-d_zF4f?WabvvgxW2vRPpMwDxfrDizHKtXIRegwyg5jd Scale = 1:18.6 1 2 3 4 5 7 6 12 13 14 4x8 2x4 3x6 3x4 2x4 4x4 LU24 LU24 2-7-02-7-0 6-0-03-5-0 -0-11-0 0-11-0 2-7-0 2-7-0 6-0-0 3-5-0 0-10-33-0-010.00 12 Plate Offsets (X,Y)-- [2:0-2-10,0-0-8], [4:0-6-4,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.36 0.07 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=346/0-3-8, 6=275/Mechanical Max Horz 2=86(LC 10) Max Uplift 2=-104(LC 7), 6=-137(LC 7) Max Grav 2=481(LC 26), 6=387(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-262/116 WEBS 4-6=-261/132 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=137. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-0-12 from the left end to 4-0-12 to connect truss(es) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) 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 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G19 Truss Type Half Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442890 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:55 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-5AWdI?08Lv1mI45FT9w2v8l6PFZxikZ0myBCCMyg5jc 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, 6-8=-20 Concentrated Loads (lb) Vert: 13=-66(F) 14=-31(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G20 Truss Type Half Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442891 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:58 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-WlClw020dqPL9Yqq8HTlXmNiQScXv5SSSwPsphyg5jZ Scale: 3/4"=1' 1 2 3 4 8 2x4 2x4 4x6 TJC37 1-6-31-6-3 2-0-00-5-13 -0-11-0 0-11-0 1-6-3 1-6-3 2-0-0 0-5-13 1-0-02-6-32-4-412.00 12 Plate Offsets (X,Y)-- [2:0-0-10,0-0-10], [2:0-1-4,0-3-10] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.05 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 7 7 2 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 2x6 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=84/Mechanical, 2=148/0-3-8 Max Horz 2=80(LC 10) Max Uplift 4=-76(LC 10) Max Grav 4=90(LC 34), 2=154(LC 16) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent at 1-6-3 from the left end to connect truss(es) to back face of bottom chord, skewed 39.8 deg.to the right, sloping 0.0 deg. down. 11) Fill all nail holes where hanger is in contact with lumber. 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 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=-28(B) September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G21 Truss Type Half Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442892 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:59 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_xm87M3eO8YCniP0i?__3_wr4sxHeXVcha9PM8yg5jY Scale = 1:17.2 1 2 3 4 5 9 8 7 6 10 11 12 4x4 2x4 4x4 2x4 5x8 2x4 3x10 3x6 Special Special Special 1-6-151-6-15 1-7-120-0-13 3-6-111-10-15 6-0-02-5-5 -1-0-0 1-0-0 1-4-14 1-4-14 1-6-15 0-2-1 3-6-11 1-11-12 6-0-0 2-5-5 1-1-02-5-141-9-120-8-212.00 12 6.00 12 Plate Offsets (X,Y)-- [3:0-2-15,Edge], [8:0-4-0,0-3-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.18 0.11 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 7 7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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: 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=250/Mechanical, 9=336/0-3-8 Max Horz 9=70(LC 10) Max Uplift 6=-98(LC 7), 9=-104(LC 10) Max Grav 6=405(LC 25), 9=435(LC 26) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-384/151, 3-4=-270/118, 2-9=-420/147 BOT CHORD 7-8=-124/408, 6-7=-124/408 WEBS 4-6=-481/147, 2-8=-78/254 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 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) 33 lb down and 48 lb up at 1-7-12, and 39 lb down and 55 lb up at 2-0-12, and 39 lb down and 55 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 15) 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 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G21 Truss Type Half Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442892 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:52:59 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_xm87M3eO8YCniP0i?__3_wr4sxHeXVcha9PM8yg5jY LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 8-9=-20, 6-8=-20 Concentrated Loads (lb) Vert: 8=-9(B) 11=-25(B) 12=-25(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G22 Truss Type Half Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442893 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:07 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-lUF9p59gWbY3kw0YAg8sOgF?J4UvW2MnXq5qegyg5jQ Scale: 1/4"=1' 1 2 3 4 5 8 7 6 12 13 14 8x8 3x6 5x8 4x6 3x10 5x6 7x12 MT20HS Special HUS26 3-7-103-7-10 7-2-123-7-2 10-11-83-8-12 -1-0-0 1-0-0 3-7-10 3-7-10 7-2-12 3-7-2 10-11-8 3-8-12 0-8-07-10-1212.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-0-4], [4:0-3-8,Edge], [6:Edge,0-4-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 1.00 0.83 0.53 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.11 0.02 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 160 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 4-5: 2x8 SP No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x6 SP No.2 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS.(lb/size)2=3645/0-3-8, 6=4340/0-3-8 (req. 0-3-15) Max Horz 2=243(LC 43) Max Uplift 2=-771(LC 6), 6=-1160(LC 6) Max Grav 2=4246(LC 26), 6=5002(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5292/1056, 3-4=-3719/817, 5-6=-1190/284 BOT CHORD 2-8=-737/3700, 7-8=-737/3700, 6-7=-434/1913 WEBS 3-8=-523/2073, 3-7=-2586/501, 4-7=-750/3309, 4-6=-4396/996 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, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates 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) 6 greater than input bearing size. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 14) Two RT16-2 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces.Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G22 Truss Type Half Hip Girder Qty 1 Ply 2 WF57 Job Reference (optional) I38442893 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:07 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-lUF9p59gWbY3kw0YAg8sOgF?J4UvW2MnXq5qegyg5jQ NOTES- 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Use Simpson Strong-Tie HUS26 (14-10d Girder, 6-10d Truss) or equivalent at 6-0-12 from the left end to connect truss(es) to back face of bottom chord. 17) Fill all nail holes where hanger is in contact with lumber. 18) Double installations of RT16-2 require installation on both interior and exterior sides. 19) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1929 lb down and 330 lb up at 3-6-12 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: 1-3=-60, 3-4=-560, 4-5=-560, 6-9=-20 Concentrated Loads (lb) Vert: 8=-1929(F) 14=-1541(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G23 Truss Type Piggyback Base Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442894 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:09 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-htNvEnBw2Con_EAxH5AKT5KTruHe_wv4_7axiZyg5jO Scale = 1:69.7 1 2 3 4 5 6 7 8 9 10 21 20 19 18 17 16 15 14 13 12 11 22 23 24 25 26 27 28 29 30 31 4x8 5x6 6x8 3x6 4x4 3x4 3x4 3x6 6x8 5x8 4x4 3x4 3x10 3x4 4x4 2x4 4x8 5x6 3x6 2x4 LU24 LU24 LU24 4-6-124-6-12 8-10-04-3-4 13-2-04-4-0 15-9-22-7-2 18-6-02-8-14 20-3-01-9-0 22-0-01-9-0 24-9-122-9-12 27-11-03-1-4 -1-0-0 1-0-0 4-6-12 4-6-12 8-10-0 4-3-4 13-2-0 4-4-0 15-9-2 2-7-2 18-6-0 2-8-14 20-3-0 1-9-0 22-0-0 1-9-0 24-9-12 2-9-12 27-11-0 3-1-4 2-8-06-2-011-6-04-2-02-0-011-6-012.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-1-15], [3:0-4-0,0-3-0], [4:0-6-4,0-1-12], [5:0-4-4,0-1-12], [7:0-5-4,0-3-12], [13:0-2-8,0-2-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.49 0.36 0.66 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.02 (loc) 16 18-19 14 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 226 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-7: 2x6 SPF No.2, 7-10: 2x8 SP No.2 BOT CHORD 2x4 SPF No.2 *Except* 11-13: 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5, 7-10. BOT CHORD Rigid ceiling directly applied or 2-8-8 oc bracing. WEBS 1 Row at midpt 3-19, 6-16, 6-18 REACTIONS.(lb/size)11=871/Mechanical, 21=1082/0-3-8, 14=3414/0-3-8 (req. 0-6-9) Max Horz 21=216(LC 49) Max Uplift 11=-231(LC 7), 21=-47(LC 10), 14=-470(LC 11) Max Grav 11=1154(LC 30), 21=1535(LC 31), 14=4173(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1267/68, 3-4=-1165/145, 4-5=-729/138, 5-6=-1298/165, 6-7=-1656/132, 7-8=-68/391, 8-9=-70/385, 10-11=-474/62, 2-21=-1491/69 BOT CHORD 19-20=-144/778, 18-19=-73/676, 16-18=-60/930, 15-16=-59/887, 13-14=-4137/486, 8-13=-1339/167, 12-13=-107/434, 11-12=-107/434 WEBS 3-20=-318/52, 4-19=-86/318, 4-18=-109/271, 5-18=-91/598, 7-15=-514/82, 13-15=-75/1053, 9-13=-1149/198, 9-12=-113/364, 9-11=-668/165, 2-20=0/837, 6-18=-675/165, 7-13=-1865/147 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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, with BCDL = 10.0psf. 7) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=231. 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 21. This connection is for uplift only and does not consider lateral forces. Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G23 Truss Type Piggyback Base Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442894 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:10 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-93wIR7BYpWwebOl7rohZ0IteaIdtjN9DDnJVE?yg5jN NOTES- 13) Two H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 14. This connection is for uplift only and does not consider lateral forces. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 22-10-4 from the left end to 26-10-4 to connect truss(es) to back face of bottom chord. 16) Fill all nail holes where hanger is in contact with lumber. 17) 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, 5-25=-60, 7-25=-260, 7-10=-260, 14-21=-20, 11-13=-20 Concentrated Loads (lb) Vert: 12=-186(B) 30=-186(B) 31=-187(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G24 Truss Type Half Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442895 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:10 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-93wIR7BYpWwebOl7rohZ0ItiYIeQjJSDDnJVE?yg5jN Scale = 1:42.7 1 2 3 4 5 8 7 6 12 13 2x4 4x4 3x6 2x4 8x8 4x8 6x8 THJA26 LU24 3-0-43-0-4 6-0-02-11-12 8-9-02-9-0 -1-0-0 1-0-0 3-0-4 3-0-4 6-0-0 2-11-12 8-9-0 2-9-0 0-8-06-8-012.00 12 Plate Offsets (X,Y)-- [4:0-6-8,0-2-0], [7:0-3-8,0-4-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.23 0.27 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 7-8 7-8 6 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 No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-8-6 oc purlins, except end verticals, and 2-0-0 oc purlins: 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=747/0-3-8, 6=1489/Mechanical Max Horz 2=209(LC 10) Max Uplift 2=-138(LC 7), 6=-510(LC 10) Max Grav 2=1026(LC 26), 6=1561(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1034/172, 3-4=-783/179 BOT CHORD 2-8=-226/650, 7-8=-226/650, 6-7=-163/477 WEBS 3-7=-297/115, 4-7=-472/1420, 4-6=-1248/425 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=510. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Use Simpson Strong-Tie THJA26 (THJA26 on 1 ply, Left Hand Hip) or equivalent at 6-0-6 from the left end to connect truss(es) to front face of bottom chord. 14) Use Simpson Strong-Tie LU24 (4-16d Girder, 2-10dx1 1/2 Truss, Single Ply Girder) or equivalent at 8-0-12 from the left end to connect truss(es) to front face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) 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) StandardContinued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G24 Truss Type Half Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442895 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:11 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-dFUgeTCAZq2VDYKJPWCoYWQtIi_fSmiNRR32nRyg5jM 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, 6-9=-20 Concentrated Loads (lb) Vert: 7=-1103(F) 13=-384(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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G25 Truss Type Diagonal Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442896 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:11 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-dFUgeTCAZq2VDYKJPWCoYWQoOiz8StJNRR32nRyg5jM Scale = 1:54.9 1 2 3 4 7 6 5 8 9 10 2x4 2x4 3x4 3x6 4x4 3x6 TJC37 TJC37 TJC37 TJC37 4-2-34-2-3 8-4-54-2-3 -1-5-0 1-5-0 4-2-3 4-2-3 8-4-5 4-2-3 2-8-08-6-158.49 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.55 0.36 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 -0.00 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 58 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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. WEBS 1 Row at midpt 4-5REACTIONS.(lb/size)7=840/0-4-9, 5=763/Mechanical Max Horz 7=249(LC 7) Max Uplift 7=-290(LC 10), 5=-417(LC 7) Max Grav 7=866(LC 17), 5=863(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-842/272, 2-3=-583/251 BOT CHORD 5-6=-284/415 WEBS 2-6=-235/492, 3-6=-392/377, 3-5=-642/420 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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; Pf=40.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 40.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=417. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 11) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 5-7-7 to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 5-7-7 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) 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 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G25 Truss Type Diagonal Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442896 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:11 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-dFUgeTCAZq2VDYKJPWCoYWQoOiz8StJNRR32nRyg5jM LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-100, 2-4=-100, 5-7=-20 Concentrated Loads (lb) Vert: 9=-87(F=-44, B=-44) 10=-392(F=-196, B=-196) 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G26 Truss Type Diagonal Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442897 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:12 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-5S22spDoK7AMrivWyDj15jy215IRBMqWg5obJtyg5jL Scale = 1:18.0 1 2 3 4 6 5 10 11 2x4 4x4 4x4 3x4 3x4 2x4 TJC37 TJC37 TJC37 TJC37 4-4-144-4-14 8-4-53-11-7 -1-5-0 1-5-0 4-4-14 4-4-14 8-4-5 3-11-7 0-5-02-4-102.83 12 Plate Offsets (X,Y)-- [2:0-4-7,0-0-5] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.23 0.42 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.01 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=511/Mechanical, 2=546/0-4-9 Max Horz 2=72(LC 6) Max Uplift 5=-113(LC 10), 2=-131(LC 6) Max Grav 5=547(LC 17), 2=557(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1179/223 BOT CHORD 2-6=-253/1138, 5-6=-253/1138 WEBS 3-6=-37/323, 3-5=-1183/263 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=113. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 11) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 5-7-7 to connect truss(es) to front face of bottom chord. 12) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 5-7-7 to connect truss(es) to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) 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 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G26 Truss Type Diagonal Hip Girder Qty 2 Ply 1 WF57 Job Reference (optional) I38442897 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:12 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-5S22spDoK7AMrivWyDj15jy215IRBMqWg5obJtyg5jL LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 5-7=-20 Concentrated Loads (lb) Vert: 10=-74(F=-37, B=-37) 11=-240(F=-120, B=-120) 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G27 Truss Type Diagonal Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442898 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:13 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-aecQ39ER5RIDSrTiWxEGexVBxVdVwqSgvlY9rKyg5jK Scale = 1:41.3 1 2 3 4 6 5 10 11 12 13 2x4 4x4 3x6 2x4 4x4 TJC37 TJC37 TJC37 TJC37 4-2-34-2-3 8-4-54-2-3 -1-5-0 1-5-0 4-2-3 4-2-3 8-4-5 4-2-3 0-8-06-6-158.49 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-10] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.35 0.43 0.30 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.01 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 44 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 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.(lb/size)2=619/0-4-9, 5=708/Mechanical Max Horz 2=202(LC 10) Max Uplift 2=-125(LC 10), 5=-272(LC 10) Max Grav 2=627(LC 17), 5=752(LC 17) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-704/141 BOT CHORD 2-6=-232/526, 5-6=-232/526 WEBS 3-6=-194/462, 3-5=-672/297 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=272. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 11) Load case(s) 1, 2, 3, 4, 16, 17, 18, 20, 21, 22, 23, 34, 35, 36, 37 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 2-9-8 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 13) Use Simpson Strong-Tie TJC37 (4 nail, 30-90) or equivalent at 5-7-7 from the left end to connect truss(es) to front face of bottom chord, skewed 45.0 deg.to the left, sloping 0.0 deg. down. 14) Use Simpson Strong-Tie TJC37 (4 nail 90-150) or equivalent spaced at 2-9-15 oc max. starting at 2-9-8 from the left end to 5-7-7 to connect truss(es) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G27 Truss Type Diagonal Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442898 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:13 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-aecQ39ER5RIDSrTiWxEGexVBxVdVwqSgvlY9rKyg5jK LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-60, 5-7=-20 Concentrated Loads (lb) Vert: 12=-74(F=-37, B=-37) 13=-419(F=-210, B=-210) Trapezoidal Loads (plf) Vert: 10=-60-to-4=-100 2) Dead + 0.75 Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-50, 5-7=-20 Concentrated Loads (lb) Vert: 12=-62(F=-31, B=-31) 13=-337(F=-168, B=-168) Trapezoidal Loads (plf) Vert: 10=-50-to-4=-80 3) Dead + 0.75 Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-50, 5-7=-20 Concentrated Loads (lb) Vert: 12=-62(F=-31, B=-31) 13=-337(F=-168, B=-168) Trapezoidal Loads (plf) Vert: 10=-50-to-11=-65, 11=-81-to-4=-96 4) Dead + 0.75 Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-29, 5-7=-20 Concentrated Loads (lb) Vert: 12=-62(F=-31, B=-31) 13=-337(F=-168, B=-168) Trapezoidal Loads (plf) Vert: 10=-29-to-4=-59 16) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-100, 2-10=-20, 5-7=-20 Concentrated Loads (lb) Vert: 12=19(F=9, B=9) 13=-46(F=-23, B=-23) Trapezoidal Loads (plf) Vert: 10=-20-to-4=-60 17) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-60, 5-7=-20 Concentrated Loads (lb) Vert: 12=-74(F=-37, B=-37) 13=-419(F=-210, B=-210) Trapezoidal Loads (plf) Vert: 10=-60-to-11=-80, 11=-101-to-4=-122 18) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-10=-32, 5-7=-20 Concentrated Loads (lb) Vert: 12=-74(F=-37, B=-37) 13=-419(F=-210, B=-210) Trapezoidal Loads (plf) Vert: 10=-32-to-4=-72 20) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-10=-58, 5-7=-9 Horz: 1-2=5, 2-4=8 Concentrated Loads (lb) Vert: 12=62(F=31, B=31) 13=129(F=65, B=65) Trapezoidal Loads (plf) Vert: 10=-58-to-4=-88 21) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-10=-44, 5-7=-9 Horz: 1-2=-10, 2-4=-6 Concentrated Loads (lb) Vert: 12=62(F=31, B=31) 13=129(F=65, B=65) Trapezoidal Loads (plf) Vert: 10=-44-to-4=-74 22) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-10=-34, 5-7=-20 Horz: 1-2=-19, 2-4=-16 Concentrated Loads (lb) Vert: 12=79(F=40, B=40) 13=160(F=80, B=80) Trapezoidal Loads (plf) Vert: 10=-34-to-4=-64 23) Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Continued on page 3 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss G27 Truss Type Diagonal Hip Girder Qty 1 Ply 1 WF57 Job Reference (optional) I38442898 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:13 2019 Page 3 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-aecQ39ER5RIDSrTiWxEGexVBxVdVwqSgvlY9rKyg5jK LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-2=-40, 2-10=-44, 5-7=-20 Horz: 1-2=-10, 2-4=-6 Concentrated Loads (lb) Vert: 12=79(F=40, B=40) 13=160(F=80, B=80) Trapezoidal Loads (plf) Vert: 10=-44-to-4=-74 34) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-10=-58, 5-7=-9 Horz: 1-2=5, 2-4=8 Concentrated Loads (lb) Vert: 12=-91(F=-45, B=-45) 13=-305(F=-152, B=-152) Trapezoidal Loads (plf) Vert: 10=-58-to-4=-88 35) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-10=-44, 5-7=-9 Horz: 1-2=-10, 2-4=-6 Concentrated Loads (lb) Vert: 12=-91(F=-45, B=-45) 13=-305(F=-152, B=-152) Trapezoidal Loads (plf) Vert: 10=-44-to-4=-74 36) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-10=-34, 5-7=-20 Horz: 1-2=-19, 2-4=-16 Concentrated Loads (lb) Vert: 12=-73(F=-36, B=-36) 13=-274(F=-137, B=-137) Trapezoidal Loads (plf) Vert: 10=-34-to-4=-64 37) Reversal: Dead + 0.75 Snow (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-10=-44, 5-7=-20 Horz: 1-2=-10, 2-4=-6 Concentrated Loads (lb) Vert: 12=-73(F=-36, B=-36) 13=-274(F=-137, B=-137) Trapezoidal Loads (plf) Vert: 10=-44-to-4=-74 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H01 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442899 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:30 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-av8sezR55fRo?THz0?2FqWi?7MLMPUjApv9Yyryg5j3 Scale = 1:54.0 1 2 3 4 5 6 7 8 16 15 14 13 12 11 10 9 17 18 19 20 21 22 23 24 4x8 6x8 3x4 2x4 2x4 5x8 2x4 2x4 4x6 4x8 5x8 4x4 6x8 4x4 3x6 1-2-01-2-0 2-3-81-1-8 7-10-05-6-8 13-4-85-6-8 18-7-05-2-8 -1-0-0 1-0-0 1-2-0 1-2-0 2-3-8 1-1-8 9-7-1 7-3-9 13-4-8 3-9-7 18-7-0 5-2-8 0-11-08-10-141-4-010.00 12 Plate Offsets (X,Y)-- [4:0-1-12,0-2-0], [5:0-4-0,Edge], [6:0-6-4,0-2-0], [11:0-2-8,0-2-8], [13:0-6-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.70 0.83 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.18 0.15 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 118 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 6-8: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 8-9, 4-12, 6-11 REACTIONS.(lb/size)9=834/Mechanical, 16=815/0-3-8 Max Horz 16=264(LC 14) Max Uplift 9=-93(LC 11), 16=-21(LC 14) Max Grav 9=1125(LC 29), 16=1150(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-851/8, 3-4=-2637/480, 4-6=-1193/69, 6-7=-528/68, 7-8=-532/70, 8-9=-1076/151, 2-16=-1094/52 BOT CHORD 15-16=-258/243, 4-13=-187/625, 12-13=-768/2613, 11-12=-115/578, 7-11=-641/125 WEBS 3-15=-961/210, 13-15=-273/702, 3-13=-468/1737, 4-12=-1961/665, 6-12=-29/480, 6-11=-384/126, 8-11=-124/932, 2-15=0/508 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 9-7-1, Exterior(2) 9-7-1 to 13-10-0, Interior(1) 13-10-0 to 18-5-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 16. This connection is for uplift only and does not consider lateral forces. 12) Load case(s) 1, 2, 3, 4, 20, 21, 22, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 40, 41, 42 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Continued on page 2 September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H01 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442899 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:30 2019 Page 2 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-av8sezR55fRo?THz0?2FqWi?7MLMPUjApv9Yyryg5j3 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-6=-60, 6-19=-60, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-60-to-8=-100 2) Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-6=-50, 6-19=-50, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-50-to-8=-80 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-50, 2-18=-50, 6-18=-61, 6-19=-29, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-29-to-8=-59 4) Dead + 0.75 Snow (Unbal. Right) + 0.75 Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-29, 2-6=-29, 6-19=-64, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-64-to-20=-66, 20=-52-to-8=-80 20) Dead + Snow on Overhangs: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-100, 2-6=-20, 6-19=-20, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-20-to-8=-60 21) Dead + Snow (Unbal. Left): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-18=-60, 6-18=-75, 6-19=-32, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-32-to-8=-72 22) Dead + Snow (Unbal. Right): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 2-6=-32, 6-19=-78, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-78-to-20=-81, 20=-62-to-8=-100 24) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-55, 2-6=-58, 6-19=-34, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=5, 2-6=8 Trapezoidal Loads (plf) Vert: 19=-34-to-8=-64 25) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-6=-44, 6-19=-34, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-10, 2-6=-6 Trapezoidal Loads (plf) Vert: 19=-34-to-8=-64 26) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-31, 2-6=-34, 6-19=-44, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-19, 2-6=-16 Trapezoidal Loads (plf) Vert: 19=-44-to-8=-74 27) Dead + 0.75 Snow (bal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-40, 2-6=-44, 6-19=-44, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-10, 2-6=-6 Trapezoidal Loads (plf) Vert: 19=-44-to-8=-74 28) Dead + Minimum Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-20, 2-6=-20, 6-19=-60, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-60-to-8=-100 29) 3rd Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 2-6=-32, 6-19=-113, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-113-to-8=-153 30) 4th Unbal.Dead + Snow (balanced) + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-17=-60, 2-17=-113, 2-6=-113, 6-19=-32, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-32-to-8=-72 Continued on page 3 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H01 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442899 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:30 2019 Page 3 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-av8sezR55fRo?THz0?2FqWi?7MLMPUjApv9Yyryg5j3 LOAD CASE(S) Standard 31) 5th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-29, 2-6=-29, 6-19=-90, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-90-to-8=-120 32) 6th Unbal.Dead + 0.75 Snow (balanced) + 0.75 Uninhab. Attic Storage + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-17=-50, 2-17=-90, 2-6=-90, 6-19=-29, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-29-to-8=-59 33) 7th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-34, 2-6=-37, 6-19=-74, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=5, 2-6=8 Trapezoidal Loads (plf) Vert: 19=-74-to-8=-104 34) 8th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-55, 2-17=-95, 2-6=-98, 6-19=-13, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=5, 2-6=8 Trapezoidal Loads (plf) Vert: 19=-13-to-8=-43 35) 9th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-6=-23, 6-19=-74, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-10, 2-6=-6 Trapezoidal Loads (plf) Vert: 19=-74-to-8=-104 36) 10th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-40, 2-17=-80, 2-6=-84, 6-19=-13, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-10, 2-6=-6 Trapezoidal Loads (plf) Vert: 19=-13-to-8=-43 37) 11th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-10, 2-6=-13, 6-19=-84, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-19, 2-6=-16 Trapezoidal Loads (plf) Vert: 19=-84-to-8=-114 38) 12th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-31, 2-17=-71, 2-6=-74, 6-19=-23, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-19, 2-6=-16 Trapezoidal Loads (plf) Vert: 19=-23-to-8=-53 39) 13th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-2=-19, 2-6=-23, 6-19=-84, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-10, 2-6=-6 Trapezoidal Loads (plf) Vert: 19=-84-to-8=-114 40) 14th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Uninhab. Attic Storage + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-17=-40, 2-17=-80, 2-6=-84, 6-19=-23, 14-16=-20, 13-23=-20, 23-24=-50, 11-24=-20, 9-10=-20 Horz: 1-2=-10, 2-6=-6 Trapezoidal Loads (plf) Vert: 19=-23-to-8=-53 41) 15th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-32, 2-6=-32, 6-19=-113, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-113-to-8=-153 42) 16th Unbal.Dead + Minimum Snow + Parallel: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-17=-60, 2-17=-113, 2-6=-113, 6-19=-32, 14-16=-20, 11-13=-20, 9-10=-20 Trapezoidal Loads (plf) Vert: 19=-32-to-8=-72 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H02 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442900 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:31 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-25iErISjszafcdr9ajZUMkFDamjy8qJJ2Yv6UHyg5j2 Scale = 1:65.8 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 1920 21 22 3x6 6x8 3x4 2x4 2x4 4x6 2x4 2x4 4x6 4x8 5x8 5x8 2x4 6x8 4x4 3x6 1-2-01-2-02-3-81-1-8 7-10-05-6-8 13-4-85-6-8 18-7-05-2-8 -1-0-0 1-0-0 1-2-0 1-2-0 2-3-8 1-1-8 7-10-0 5-6-8 11-11-14 4-1-14 13-4-8 1-4-10 18-7-0 5-2-8 0-11-010-10-141-4-010.00 12 Plate Offsets (X,Y)-- [4:0-0-12,0-1-12], [7:0-6-0,0-1-12], [12:0-2-0,0-2-12], [14:0-5-12,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.53 0.67 0.85 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.19 0.15 (loc) 13-14 13-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 131 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 3-6-2 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 7-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1 Row at midpt 8-12 WEBS 1 Row at midpt 9-10, 7-12 REACTIONS.(lb/size)10=730/Mechanical, 17=803/0-3-8 Max Horz 17=324(LC 14) Max Uplift 10=-113(LC 14), 17=-3(LC 14) Max Grav 10=907(LC 29), 17=1097(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-829/0, 3-4=-2553/496, 4-6=-1321/40, 6-7=-1303/212, 7-8=-354/68, 8-9=-353/69, 9-10=-858/176, 2-17=-1036/22 BOT CHORD 16-17=-312/278, 4-14=-283/730, 13-14=-742/2307, 12-13=-90/427, 8-12=-535/109 WEBS 3-16=-1078/310, 14-16=-382/811, 3-14=-424/1496, 4-13=-1468/551, 6-13=-625/236, 7-13=-264/1056, 9-12=-147/748, 7-12=-449/153, 2-16=0/581 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 11-11-14, Exterior(2) 11-11-14 to 16-2-12, Interior(1) 16-2-12 to 18-5-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=113. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 17. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H03 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442901 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:32 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-WIGc3eSLdHiWEmQM7Q4jvxnNK936tHMTGCef0jyg5j1 Scale = 1:76.8 1 2 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 20 4x4 2x4 4x8 2x4 2x4 4x6 3x4 2x4 3x6 4x8 4x8 4x4 3x6 5x8 5x6 3x6 12 - 7 - 3 1-2-0 1-2-0 2-3-8 1-1-8 7-10-0 5-6-8 13-4-8 5-6-8 18-7-0 5-2-8 -1-0-0 1-0-0 1-2-0 1-2-0 2-3-8 1-1-8 7-10-0 5-6-8 13-4-8 5-6-8 14-4-10 1-0-2 18-7-0 4-2-6 0-11-012-10-141-4-010.00 12 Plate Offsets (X,Y)-- [4:0-1-8,0-2-0], [6:0-2-0,Edge], [12:0-2-8,0-2-8], [14:0-5-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.60 0.62 0.87 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.17 0.15 (loc) 13-14 13-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 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 3-8-1 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17 6-6-8 oc bracing: 13-14. 1 Row at midpt 7-12 WEBS 1 Row at midpt 9-10, 8-10 REACTIONS.(lb/size)10=730/Mechanical, 17=803/0-3-8 Max Horz 17=385(LC 14) Max Uplift 10=-174(LC 14) Max Grav 10=896(LC 30), 17=1047(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-788/0, 3-4=-2393/529, 4-5=-1300/10, 5-7=-712/14, 7-8=-586/131, 2-17=-988/0 BOT CHORD 16-17=-371/323, 4-14=-340/730, 13-14=-819/2077, 12-13=-240/908, 7-12=-447/178 WEBS 3-16=-1050/356, 14-16=-451/804, 3-14=-464/1357, 4-13=-1216/588, 5-13=-14/359, 5-12=-756/213, 8-12=-284/1150, 8-10=-903/212, 2-16=0/565 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 14-4-10, Exterior(2) 14-4-10 to 18-5-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=174. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H04 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442902 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:33 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_Up_G_TzOaqNsw?Yh8byR9KZYZQ8cjacVsODYAyg5j0 Scale = 1:92.6 12 3 4 5 6 7 8 9 17 16 15 14 13 12 11 10 18 19 3x4 8x8 2x4 6x8 2x4 2x4 3x10 3x4 2x4 3x6 4x8 4x8 4x4 3x6 8x8 3x6 1 2 - 9 - 1 5 1-2-01-2-0 2-3-8 1-1-8 7-10-05-6-8 13-4-85-6-8 18-7-05-2-8 -1-0-0 1-0-0 1-2-0 1-2-0 2-3-8 1-1-8 7-10-0 5-6-8 13-4-8 5-6-8 16-9-7 3-4-15 18-7-0 1-9-9 0-11-014-10-141-4-010.00 12 Plate Offsets (X,Y)-- [8:0-6-4,0-2-0], [12:0-2-12,Edge], [14:0-5-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.50 0.56 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.17 0.14 (loc) 13-14 13-14 10 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 155 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 9-10: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 8-9. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 16-17 6-3-8 oc bracing: 13-14. 1 Row at midpt 7-12 WEBS 1 Row at midpt 9-10, 8-12, 8-10 REACTIONS.(lb/size)10=726/Mechanical, 17=799/0-3-8 Max Horz 17=445(LC 14) Max Uplift 10=-247(LC 14) Max Grav 10=1022(LC 30), 17=984(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-735/0, 3-4=-2211/533, 4-6=-1206/0, 6-7=-724/0, 7-8=-666/101, 2-17=-928/0 BOT CHORD 16-17=-428/369, 4-14=-385/755, 13-14=-884/1926, 12-13=-259/860, 7-12=-555/202 WEBS 3-16=-998/383, 14-16=-505/834, 3-14=-495/1235, 4-13=-1143/634, 6-13=-21/359, 6-12=-659/217, 8-12=-309/1170, 8-10=-968/278, 2-16=0/535 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 16-9-7, Exterior(2) 16-9-7 to 18-4-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 10=247. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H05 Truss Type Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442903 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:35 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-wtxlhgVEwC455E9xpYeQXaPpbN1D4jGvzAtJd2yg5j_ Scale = 1:67.9 1 2 3 4 5 6 7 8 9 10 11 12 13 18 17 16 15 14 27 28 29 30 31 32 33 34 35 36 37 38 39 3x6 5x6 3x6 5x6 5x10 4x6 5x10 4x6 4x8 3x10 2x4 3x4 3x4 3x4 3x10 2x4 4x8 9-7-19-7-1 18-4-08-8-15 27-0-158-8-15 36-8-09-7-1 -1-0-0 1-0-0 4-11-4 4-11-4 9-7-1 4-7-12 15-5-0 5-9-15 21-3-0 5-9-15 27-0-15 5-9-15 31-8-12 4-7-12 36-8-0 4-11-4 0-11-08-10-140-11-08-10-1410.00 12 Plate Offsets (X,Y)-- [2:Edge,0-0-0], [5:0-2-9,0-1-8], [6:0-3-0,0-2-1], [10:0-3-0,0-2-1], [13:Edge,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.85 0.85 0.47 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.45 0.15 (loc) 16-18 16-18 13 l/defl >999 >979 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 15-17: 2x4 SP 2400F 2.0E WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 2-6-0, Right 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (3-5-1 max.): 6-10. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-18, 9-14 REACTIONS.(lb/size)13=1466/Mechanical, 2=1527/0-3-8 Max Horz 2=166(LC 11) Max Uplift 13=-37(LC 15), 2=-54(LC 14) Max Grav 13=1733(LC 33), 2=1794(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2172/201, 4-6=-2103/213, 6-7=-1614/207, 7-9=-2168/229, 9-10=-1615/206, 10-11=-2100/219, 11-13=-2173/206 BOT CHORD 2-18=-162/1583, 16-18=-141/2136, 14-16=-112/2137, 13-14=-86/1585 WEBS 4-18=-356/165, 6-18=-33/931, 7-18=-949/158, 7-16=0/256, 9-16=0/253, 9-14=-948/158, 10-14=-37/932, 11-14=-360/166 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-8-0, Interior(1) 2-8-0 to 9-7-1, Exterior(2) 9-7-1 to 14-9-4, Interior(1) 14-9-4 to 27-0-15, Exterior(2) 27-0-15 to 32-3-3, Interior(1) 32-3-3 to 36-8-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H06 Truss Type Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442904 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:37 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-tF3V6MWUSpKpLYJJwzguc?V8xAiRYeKCQUMQgxyg5iy Scale = 1:74.6 1 2 3 4 5 6 7 8 9 10 11 12 17 16 15 14 13 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 3x6 6x8 6x8 3x6 5x10 4x6 4x6 3x4 2x4 3x10 2x4 3x4 2x4 5x10 4x6 4x6 9-3-129-3-12 18-4-09-0-4 27-4-49-0-4 36-8-09-3-12 -1-0-0 1-0-0 6-1-11 6-1-11 11-11-14 5-10-3 18-4-0 6-4-2 24-8-2 6-4-2 30-6-5 5-10-3 36-8-0 6-1-11 0-11-010-10-140-11-010-10-1410.00 12 Plate Offsets (X,Y)-- [2:0-6-3,0-0-4], [6:0-6-4,0-2-0], [8:0-6-4,0-2-0], [12:0-6-3,0-0-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.92 0.92 0.43 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.50 0.13 (loc) 15-17 15-17 12 l/defl >999 >885 n/a L/d 240 180 n/a PLATES MT20 Weight: 185 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 5-6,8-9: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 2-6-0, Right 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 6-8. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 2-17. WEBS 1 Row at midpt 7-15 REACTIONS.(lb/size)2=1527/0-3-8, 12=1466/Mechanical Max Horz 2=205(LC 11) Max Uplift 2=-70(LC 14), 12=-52(LC 15) Max Grav 2=1875(LC 33), 12=1813(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2294/190, 4-6=-2105/248, 6-7=-1649/239, 7-8=-1649/239, 8-10=-2108/254, 10-12=-2297/195 BOT CHORD 2-17=-135/1710, 15-17=-91/1352, 13-15=-7/1352, 12-13=-68/1662 WEBS 4-17=-475/217, 6-17=-88/731, 6-15=-113/597, 7-15=-826/162, 8-15=-113/596, 8-13=-89/735, 10-13=-479/218 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-8-0, Interior(1) 2-8-0 to 11-11-14, Exterior(2) 11-11-14 to 17-2-1, Interior(1) 17-2-1 to 24-8-2, Exterior(2) 24-8-2 to 29-10-6, Interior(1) 29-10-6 to 36-8-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H07 Truss Type Half Hip Qty 3 Ply 1 WF57 Job Reference (optional) I38442905 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:38 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-LSdtJiX6D7SgyhuWUhB78C1KNa7WH?RLf85zDNyg5ix Scale = 1:59.2 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 16 17 18 6x8 5x12 MT20HS WB 3x4 4x4 3x4 4x4 3x4 3x4 3x4 5x8 7-4-47-4-4 7-5-30-0-15 14-6-67-1-3 22-0-07-5-10 -1-0-0 1-0-0 7-4-4 7-4-4 14-6-6 7-2-2 22-0-0 7-5-10 2-8-010-0-412.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12], [3:0-4-12,0-1-8], [4:0-6-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.88 0.55 0.83 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.23 0.02 (loc) 7-8 7-8 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 135 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E *Except* 3-4: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-11: 2x6 SPF No.2 OTHERS 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 (3-2-10 max.): 3-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 3-10, 3-8, 5-8, 5-7 REACTIONS.(lb/size)7=863/0-3-8, 11=941/0-3-8 Max Horz 11=223(LC 14) Max Uplift 7=-130(LC 11), 11=-2(LC 14) Max Grav 7=1395(LC 29), 11=1227(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-977/73, 3-5=-752/83, 6-7=-347/65, 2-11=-1158/99 BOT CHORD 10-11=-314/356, 8-10=-126/609, 7-8=-83/752 WEBS 3-8=-132/272, 5-8=-44/415, 5-7=-1228/138, 2-10=-50/650 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 7-4-4, Exterior(2) 7-4-4 to 11-7-3, Interior(1) 11-7-3 to 21-10-4 zone; cantilever left and right exposed ; end vertical left 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All plates are MT20 plates 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, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7 and 11. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H08 Truss Type Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442906 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:39 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-peBFX1YkzQaXarTi2OiMhQaV__Oo0c?VtorXlpyg5iw Scale = 1:43.3 1 2 3 4 5 6 7 8 9 18 19 20 21 22 23 24 25 26 27 28 29 5x6 5x6 5x10 4x4 5x12 MT20HS 5x10 4x4 9-2-09-2-0 18-4-09-2-0 -0-11-0 0-11-0 6-4-3 6-4-3 11-11-13 5-7-9 18-4-0 6-4-3 19-3-0 0-11-0 1-0-07-4-31-0-07-4-312.00 12 Plate Offsets (X,Y)-- [4:0-2-8,Edge], [5:0-2-8,Edge], [9:0-6-0,0-3-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.89 0.87 0.17 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.34 0.08 (loc) 9-12 9-12 2 l/defl >999 >644 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 77 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x6 SPF No.2 -H 2-6-0, Right 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 2-0-0 oc purlins (2-11-15 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=788/0-3-8, 7=788/0-3-8 Max Horz 2=-142(LC 12) Max Uplift 2=-96(LC 11), 7=-96(LC 10) Max Grav 2=1135(LC 33), 7=1135(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-894/388, 4-5=-629/398, 5-7=-892/389 BOT CHORD 2-9=-147/587, 7-9=-153/565 WEBS 4-9=-164/252, 5-9=-164/252 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 6-4-3, Exterior(2) 6-4-3 to 10-7-2, Interior(1) 10-7-2 to 11-11-13, Exterior(2) 11-11-13 to 16-2-11, Interior(1) 16-2-11 to 19-3-0 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 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) All plates are MT20 plates 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, with BCDL = 10.0psf. 9) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 7. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H09 Truss Type Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442907 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:40 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-HqkdkNZMkkiOC?2ub6DbEd7ptOs0l?Ee6Sa4HGyg5iv Scale = 1:55.0 1 2 3 4 5 6 7 9 8 14 15 4x4 4x8 2x4 5x10 4x4 3x4 2x4 3x10 8-0-38-0-3 11-10-83-10-5 -0-11-0 0-11-0 4-1-14 4-1-14 8-0-3 3-10-6 10-3-13 2-3-9 11-10-8 1-6-11 1-0-09-0-37-5-89-0-312.00 12 Plate Offsets (X,Y)-- [5:0-2-4,0-1-12], [6:0-4-0,0-0-15] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.30 0.36 0.42 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.12 -0.19 0.02 (loc) 9-12 9-12 2 l/defl >999 >722 n/a L/d 240 180 n/a PLATES MT20 Weight: 82 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 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-9, 6-8 REACTIONS.(lb/size)2=526/0-3-8, 8=467/0-3-8 Max Horz 2=243(LC 14) Max Uplift 8=-97(LC 14) Max Grav 2=882(LC 33), 8=653(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-619/452, 4-5=-479/179 BOT CHORD 2-9=-243/436 WEBS 4-9=-352/186, 6-9=-299/472, 6-8=-553/310 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 8-0-3, Exterior(2) 8-0-3 to 11-8-12 zone; cantilever left and right exposed ; porch left 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; Pf=20.0 psf (flat roof snow); 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 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H10 Truss Type Hip Qty 3 Ply 1 WF57 Job Reference (optional) I38442908 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:41 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-l1I0xjZ?V2qFp9c49plqmrfpwo2hUXjnL6Keqiyg5iu Scale = 1:35.0 1 2 3 4 5 6 13 14 15 16 17 18 19 20 4x8 4x8 4x6 4x6 5x10 10-0-010-0-0 20-0-010-0-0 -1-0-0 1-0-0 6-9-0 6-9-0 13-3-0 6-6-0 20-0-0 6-9-0 0-5-02-8-00-5-02-8-04.00 12 Plate Offsets (X,Y)-- [6:0-5-0,0-3-0] LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.99 0.97 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.47 0.07 (loc) 6-9 6-9 5 l/defl >999 >513 n/a L/d 240 180 n/a PLATES MT20 Weight: 64 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins, except 2-0-0 oc purlins (2-2-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS.(lb/size)5=1198/0-3-8, 2=1302/0-3-8 Max Horz 2=38(LC 18) Max Uplift 5=-87(LC 11), 2=-119(LC 10) Max Grav 5=1352(LC 33), 2=1508(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2466/223, 3-4=-2401/148, 4-5=-2470/218 BOT CHORD 2-6=-172/2246, 5-6=-163/2252 WEBS 3-6=0/362, 4-6=0/351 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-9-0, Exterior(2) 6-9-0 to 10-11-15, Interior(1) 10-11-15 to 13-3-0, Exterior(2) 13-3-0 to 17-5-15, Interior(1) 17-5-15 to 20-0-0 zone; cantilever 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; Pf=40.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 40.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5 and 2. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H11 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442909 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:42 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-DDsO93adGLy5RJBHjXG3J2CBKBb5D?axam3BM8yg5it Scale = 1:28.0 1 2 3 4 5 9 8 7 6 10 2x4 3x4 2x4 2x4 2x4 4x4 3x6 4x4 2-3-82-3-8 6-0-03-8-8 -1-0-0 1-0-0 2-3-8 2-3-8 3-0-1 0-8-9 6-0-0 2-11-15 1-1-04-1-12-9-11-4-04-1-112.00 12 Plate Offsets (X,Y)-- [4:0-2-8,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.18 0.19 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.04 (loc) 7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 29 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: 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)6=221/Mechanical, 9=304/0-3-8 Max Horz 9=118(LC 14) Max Uplift 6=-40(LC 11), 9=-3(LC 14) Max Grav 6=330(LC 29), 9=483(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-289/29, 2-9=-481/78 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-8, Interior(1) 2-0-8 to 3-0-1, Exterior(2) 3-0-1 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H12 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442910 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:43 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hPQmMPbF1f4y3TmTHEnIrGkLqbu7yR04oQpkuayg5is Scale = 1:35.6 1 2 3 4 5 9 8 7 6 3x4 3x4 3x4 2x4 3x10 2x4 3x6 4x4 2-3-82-3-8 6-0-03-8-8 -1-0-0 1-0-0 2-3-8 2-3-8 4-8-1 2-4-9 6-0-0 1-3-15 1-1-05-9-14-5-11-4-05-9-112.00 12 Plate Offsets (X,Y)-- [4:0-1-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.19 0.33 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 0.04 (loc) 7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 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: 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)6=221/Mechanical, 9=304/0-3-8 Max Horz 9=168(LC 14) Max Uplift 6=-91(LC 14) Max Grav 6=290(LC 30), 9=534(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-353/0, 2-9=-545/36 BOT CHORD 6-7=-183/345 WEBS 3-6=-351/188 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 4-8-1, Exterior(2) 4-8-1 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H13 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442911 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:44 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-9c_8alctozCpgcLfqxIXOTHXp?HohueE14YIQ1yg5ir Scale = 1:25.1 1 2 3 4 7 6 5 8 9 6x8 2x4 5x6 3x4 2x4 3x4 4-1-84-1-8 5-6-01-4-8 -1-0-0 1-0-0 3-0-1 3-0-1 5-6-0 2-5-15 1-1-04-1-12-2-11-11-012.00 12 6.00 12 Plate Offsets (X,Y)-- [3:0-6-4,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.18 0.17 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.04 0.00 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 29 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 5-6-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=201/Mechanical, 7=285/0-3-8 Max Horz 7=118(LC 14) Max Uplift 5=-42(LC 14) Max Grav 5=289(LC 29), 7=465(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-276/110, 2-7=-332/205 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-0-1, Exterior(2) 3-0-1 to 5-4-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H14 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442912 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:45 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-eoYWn5cVZGKgImwsOfpmxhqdPPcfQLxNGkIrzTyg5iq Scale = 1:35.6 1 2 3 6 5 4 7 8 3x10 3x4 2x4 2x4 5x6 4x6 4-6-84-6-8 5-9-01-2-8 4-11-1 4-11-1 5-9-0 0-9-15 0-10-05-9-13-9-12-0-012.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-1-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.51 0.13 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.00 (loc) 5-6 5-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 30 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-6: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-9-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=215/Mechanical, 6=215/Mechanical Max Horz 6=144(LC 14) Max Uplift 4=-104(LC 14) Max Grav 4=317(LC 29), 6=368(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-354/4, 3-4=-307/128, 1-6=-442/87 BOT CHORD 5-6=-273/313 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 4-11-1, Exterior(2) 4-11-1 to 5-7-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=104. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H15 Truss Type Half Hip Qty 2 Ply 1 WF57 Job Reference (optional) I38442913 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:45 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-eoYWn5cVZGKgImwsOfpmxhqcRPahQM5NGkIrzTyg5iq Scale = 1:31.2 1 2 3 4 6 5 7 8 3x4 4x6 3x4 3x10 6-0-06-0-0 -0-11-0 0-11-0 4-11-13 4-11-13 6-0-0 1-0-3 0-10-35-0-010.00 12 Plate Offsets (X,Y)-- [2:0-5-10,0-1-8], [3:0-2-0,0-1-13], [4:Edge,0-3-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.57 0.26 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.11 0.00 (loc) 5-6 5-6 5 l/defl >896 >627 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.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=222/Mechanical, 6=298/0-3-8 Max Horz 6=146(LC 14) Max Uplift 5=-75(LC 11), 6=-5(LC 11) Max Grav 5=304(LC 30), 6=507(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-272/51, 2-6=-477/73 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 4-11-13, Exterior(2) 4-11-13 to 5-10-4 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H16 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442914 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:46 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-6_6v?Rd7KaSXwwV2yMK?TuMrZpyk9piXUO1PVvyg5ip Scale = 1:26.2 1 2 3 4 7 6 5 8 9 2x4 3x4 5x6 4x4 3x4 3x4 3-7-123-7-12 6-0-02-4-4 -1-0-0 1-0-0 3-0-1 3-0-1 6-0-0 2-11-15 1-1-04-1-12-4-151-8-212.00 12 6.00 12 Plate Offsets (X,Y)-- [3:0-2-8,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.29 0.14 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.01 (loc) 6 6 5 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 *Except* 2-7: 2x6 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: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=217/Mechanical, 7=307/0-3-8 Max Horz 7=118(LC 14) Max Uplift 5=-40(LC 11), 7=-4(LC 14) Max Grav 5=326(LC 29), 7=489(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-347/69, 4-5=-292/116, 2-7=-502/122 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-0-1, Exterior(2) 3-0-1 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 12) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H17 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442915 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:47 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-aAgHCnel5ubOX44EW4rE06vyOCI0uFWgj2ny1Myg5io Scale = 1:35.5 1 2 3 4 7 6 5 8 3x4 2x4 2x4 5x6 3x6 4x6 4-3-84-3-8 6-0-01-8-8 -1-0-0 1-0-0 4-8-1 4-8-1 6-0-0 1-3-15 1-1-05-9-13-9-12-0-012.00 12 6.00 12 Plate Offsets (X,Y)-- [2:0-1-4,0-1-12], [3:0-1-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.54 0.14 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 0.03 -0.01 (loc) 6 6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-7: 2x6 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: 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)5=217/Mechanical, 7=307/0-3-8 Max Horz 7=168(LC 14) Max Uplift 5=-92(LC 14) Max Grav 5=282(LC 30), 7=540(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-398/0, 4-5=-280/143, 2-7=-625/162 BOT CHORD 6-7=-332/352 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-8-1, Exterior(2) 4-8-1 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H18 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442916 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:48 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-2NDfP6fOsBjF9EfR3nNTYJSCIcdudj1pyiXVZoyg5in Scale = 1:28.0 1 2 3 4 6 5 7 8 2x4 3x4 3x4 4x4 3x4 6-0-06-0-0 -1-0-0 1-0-0 3-0-1 3-0-1 6-0-0 2-11-15 1-1-04-1-112.00 12 Plate Offsets (X,Y)-- [3:0-2-8,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.21 0.23 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.00 (loc) 5-6 5-6 5 l/defl >999 >770 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 *Except* 2-6: 2x6 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: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=307/0-3-8, 5=217/Mechanical Max Horz 6=118(LC 14) Max Uplift 6=-4(LC 14), 5=-40(LC 11) Max Grav 6=489(LC 30), 5=326(LC 29) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-258/28, 2-6=-428/94 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-0-1, Exterior(2) 3-0-1 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H19 Truss Type Half Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442917 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:48 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-2NDfP6fOsBjF9EfR3nNTYJS6Mcdjdh4pyiXVZoyg5in Scale = 1:35.3 1 2 3 4 6 5 7 4x4 4x4 4x4 3x4 4x6 6-0-06-0-0 -1-0-0 1-0-0 4-8-1 4-8-1 6-0-0 1-3-15 1-1-05-9-112.00 12 Plate Offsets (X,Y)-- [2:0-0-12,0-2-0], [3:0-1-8,Edge], [4:Edge,0-3-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.59 0.24 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.08 0.00 (loc) 5-6 5-6 5 l/defl >999 >798 n/a L/d 240 180 n/a PLATES MT20 Weight: 31 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 2-6: 2x6 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: 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=217/Mechanical, 6=307/0-3-8 Max Horz 6=168(LC 14) Max Uplift 5=-91(LC 14) Max Grav 5=282(LC 30), 6=540(LC 30) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-299/44, 2-6=-488/47 BOT CHORD 5-6=-287/344 WEBS 2-5=-325/276 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-8-1, Exterior(2) 4-8-1 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 20.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H20 Truss Type Hip Qty 1 Ply 1 WF57 Job Reference (optional) I38442918 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:22:32 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-GBpuay1Mbr0gjxW6F3JCF3PYPa6zIZoRQpF0YUyfKy5 Scale = 1:61.3 1 2 3 4 5 6 7 8 9 14 12 11 10 18 19 20 21 22 23 24 13 25 26 4x6 6x6 3x6 3x4 3x8 4x6 3x4 2x4 2x8 3x6 3x8 6-1-136-1-13 6-2-00-0-3 8-7-32-5-3 13-5-04-9-13 20-8-07-3-0 -1-0-0 1-0-0 4-5-5 4-5-5 8-7-3 4-1-13 10-9-13 2-2-11 15-4-13 4-7-0 20-8-0 5-3-3 1-3-49-10-70-4-159-10-712.00 12 Plate Offsets (X,Y)-- [4:0-4-4,0-1-12], [5:0-4-4,0-1-12], [8:0-8-0,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.45 0.36 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.09 -0.00 (loc) 10-17 13-14 14 l/defl >999 >806 n/a L/d 240 180 n/a PLATES MT20 Weight: 111 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Right: 2x4 SPF Stud/No.3 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-12, 5-12, 5-10 REACTIONS.All bearings 14-1-5 except (jt=length) 14=0-3-8, 13=0-3-8. (lb) - Max Horz 12=192(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 12, 14, 8 except 10=-103(LC 15) Max Grav All reactions 250 lb or less at joint(s) 13 except 12=761(LC 33), 10=722(LC 33), 14=623(LC 33), 8=475(LC 33), 8=300(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-305/116, 8-24=-368/34, 2-14=-427/156 WEBS 3-12=-375/187, 4-12=-280/43, 7-10=-467/203 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-7-3, Exterior(2) 8-7-3 to 15-0-12, Interior(1) 15-0-12 to 20-6-6 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 14 except (jt=lb) 10=103. 10) One RT4 USP connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8. This connection is for uplift only and does not consider lateral forces. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss H21 Truss Type GABLE Qty 1 Ply 1 WF57 Job Reference (optional) I38442919 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:51 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Syvo28hG965q0hN?lwwAAy4jxqhBq0zGeglAA7yg5ik Scale = 1:47.5 1 2 3 4 5 6 7 8 9 10 11 12 22 21 20 19 18 17 16 15 14 13 23 24 25 2x4 3x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 13-7-1313-7-13 17-2-03-6-3 -1-0-0 1-0-0 6-11-3 6-11-3 12-5-13 5-6-11 17-2-0 4-8-3 1-3-48-2-70-4-153-3-128-2-712.00 12 12.00 12 Plate Offsets (X,Y)-- [6:0-1-8,Edge], [9:0-2-4,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.19 0.06 0.30 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 1 1 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 100 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 OTHERS 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.): 6-9. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 17-2-0. (lb) - Max Horz 22=155(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 22, 15, 16, 17, 18, 20, 14 except 12=-250(LC 11), 21=-144(LC 14), 13=-104(LC 15) Max Grav All reactions 250 lb or less at joint(s) 12, 15, 16, 19 except 22=308(LC 33), 17=308(LC 32), 18=267(LC 32), 20=289(LC 33), 21=275(LC 41), 14=285(LC 33), 13=281(LC 43) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-283/34 WEBS 8-17=-267/57, 10-14=-251/109 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 6-11-3, Corner(3) 6-11-3 to 9-11-3, Exterior(2) 9-11-3 to 12-5-13, Corner(3) 12-5-13 to 15-5-13, Exterior(2) 15-5-13 to 16-9-1 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 15, 16, 17, 18, 20, 14 except (jt=lb) 12=250, 21=144, 13=104. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 12, 14, 13. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J01 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442920 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:52 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-w8TAFUiuwQDheryCIdRPj9cp9DzlZSjPtKVjiZyg5ij Scale = 1:91.4 1 2 3 6 5 4 7 8 9 10 2x4 3x6 3x4 3x4 3x6 5x8 1 2 - 7 - 3 6-3-0 6-3-0 12-6-0 6-3-0 6-3-0 6-3-0 12-6-0 6-3-0 5-11-1316-4-1310.00 12 Plate Offsets (X,Y)-- [2:0-4-0,0-3-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.48 0.30 0.33 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.11 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 103 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-4: 2x6 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-5, 2-4 2 Rows at 1/3 pts 3-4 REACTIONS.(lb/size)6=485/Mechanical, 4=485/Mechanical Max Horz 6=306(LC 14) Max Uplift 4=-332(LC 14) Max Grav 6=511(LC 25), 4=622(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=-468/0, 1-2=-341/0 BOT CHORD 5-6=-311/260 WEBS 1-5=-39/313, 2-4=-470/294 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 12-3-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=332. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J02 Truss Type Jack-Closed Qty 3 Ply 1 WF57 Job Reference (optional) I38442921 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:52 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-w8TAFUiuwQDheryCIdRPj9cuMD_jZWOPtKVjiZyg5ij Scale = 1:41.4 1 2 3 4 8 7 6 5 9 10 2x4 2x4 3x10 2x4 4x4 3x6 3x4 2-3-82-3-8 6-0-03-8-8 -1-0-0 1-0-0 2-3-8 2-3-8 6-0-0 3-8-8 1-1-07-1-05-9-01-4-012.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.14 0.24 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.03 (loc) 5-6 5-6 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 34 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 6-0-0 oc bracing. REACTIONS.(lb/size)8=304/0-3-8, 5=221/Mechanical Max Horz 8=202(LC 14) Max Uplift 5=-141(LC 14) Max Grav 8=307(LC 21), 5=248(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-306/2 BOT CHORD 5-6=-198/317 WEBS 3-5=-335/210 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-1-12, Interior(1) 2-1-12 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=141. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J03 Truss Type Jack-Closed Qty 15 Ply 1 WF57 Job Reference (optional) I38442922 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:53 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-PK1YTqjWgkLYF?XOsKyeFN9zmdICIyWY5_EGF?yg5ii Scale = 1:41.4 1 2 3 5 4 6 7 8 2x4 2x4 4x4 3x6 6-0-06-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 1-1-07-1-012.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.55 0.35 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 -0.00 (loc) 4-5 4-5 4 l/defl >999 >430 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 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.(lb/size)5=304/0-3-8, 4=221/Mechanical Max Horz 5=202(LC 14) Max Uplift 4=-141(LC 14) Max Grav 5=307(LC 21), 4=248(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=141. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J04 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442923 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:53 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-PK1YTqjWgkLYF?XOsKyeFN9z2dKUIzGY5_EGF?yg5ii Scale = 1:39.1 1 2 5 4 36 7 8 2x4 3x6 2x4 5x6 3x6 4-6-84-6-8 5-9-01-2-8 4-6-8 4-6-8 5-9-0 1-2-8 0-10-06-7-04-7-02-0-012.00 12 6.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.53 0.20 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.00 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 32 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 5-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=218/Mechanical, 3=218/Mechanical Max Horz 5=165(LC 14) Max Uplift 3=-134(LC 14) Max Grav 5=219(LC 20), 3=242(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-261/156 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 5-7-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=134. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J05 Truss Type Jack-Closed Qty 5 Ply 1 WF57 Job Reference (optional) I38442924 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:54 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-tXbwgAj8R1TOt96aQ2Ttoai8X1eR1P2iKe_qnSyg5ih Scale = 1:34.4 1 2 3 5 4 6 7 8 2x4 4x4 8x8 6-0-06-0-0 -0-11-0 0-11-0 6-0-0 6-0-0 0-10-35-10-310.00 12 Plate Offsets (X,Y)-- [2:Edge,0-7-0], [5:0-1-12,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.55 0.35 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.09 -0.16 -0.00 (loc) 4-5 4-5 4 l/defl >751 >430 n/a L/d 240 180 n/a PLATES MT20 Weight: 30 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.(lb/size)5=298/0-3-8, 4=222/Mechanical Max Horz 5=167(LC 14) Max Uplift 4=-103(LC 14) Max Grav 5=301(LC 21), 4=242(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 5-10-4 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=103. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J06 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442925 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:55 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Lj8ItWknCLbFVJhn_l?6KoEQ?R3XmtZrZHjNJuyg5ig Scale = 1:18.2 1 2 3 5 42x4 3x4 2x4 2x4 2-0-02-0-0 -0-11-0 0-11-0 2-0-0 2-0-0 1-0-03-0-012.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.12 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 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 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)5=152/0-3-8, 4=49/Mechanical Max Horz 5=79(LC 14) Max Uplift 4=-57(LC 14) Max Grav 5=173(LC 20), 4=54(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J07 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442926 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:55 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Lj8ItWknCLbFVJhn_l?6KoEPmR3hmtZrZHjNJuyg5ig Scale: 3/4"=1' 1 2 3 5 4 2x4 2x4 2x4 2x4 2-0-02-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-11-02-7-01-8-120-10-41-10-80-8-810.00 12 6.00 12 Plate Offsets (X,Y)-- [4:0-0-0,0-0-1] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.13 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 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 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)5=160/0-3-8, 4=45/Mechanical Max Horz 5=68(LC 14) Max Uplift 4=-43(LC 14) Max Grav 5=187(LC 20), 4=56(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J08 Truss Type Jack-Closed Qty 4 Ply 1 WF57 Job Reference (optional) I38442927 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:56 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-pvih5slPzfj66SGzXTWLt?naVrPvVKp?oxTwrKyg5if Scale: 3/4"=1' 1 2 3 5 42x4 2x4 2x4 2x4 2-0-02-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0-11-02-7-010.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.13 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)5=160/0-3-8, 4=45/Mechanical Max Horz 5=68(LC 14) Max Uplift 4=-41(LC 14) Max Grav 5=187(LC 20), 4=56(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J09 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442928 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:56 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-pvih5slPzfj66SGzXTWLt?naVrP5VKh?oxTwrKyg5if Scale: 3/4"=1' 1 2 3 6 5 4 2x4 2x4 3x4 3x6 3x4 0-9-40-9-4 2-0-01-2-12 -1-0-0 1-0-0 2-0-0 2-0-0 0-11-02-7-01-11-100-7-62-1-60-5-1010.00 12 6.00 12 Plate Offsets (X,Y)-- [5:0-2-0,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.13 0.02 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 11 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 2-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)6=160/0-9-4, 4=45/Mechanical Max Horz 6=68(LC 14) Max Uplift 4=-41(LC 14) Max Grav 6=187(LC 20), 4=56(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J10 Truss Type Jack-Closed Qty 4 Ply 1 WF57 Job Reference (optional) I38442929 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:57 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-H6G3IBm1kyrzkcr95A1aQDKkUEi0En380bCUOmyg5ie Scale = 1:26.4 1 2 3 5 4 6 3x4 3x6 3x4 2x4 1-10-151-10-15 -1-0-0 1-0-0 1-10-15 1-10-15 2-8-04-6-1512.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.25 0.16 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 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 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 6-0-0 oc bracing. REACTIONS.(lb/size)5=252/0-3-8, 4=57/Mechanical Max Horz 5=82(LC 11) Max Uplift 5=-1(LC 12), 4=-115(LC 14) Max Grav 5=312(LC 20), 4=116(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-284/11 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left 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; Pf=40.0 psf (flat roof snow); 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 2.00 times flat roof load of 40.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=115. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J11 Truss Type Jack-Closed Qty 4 Ply 1 WF57 Job Reference (optional) I38442930 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:57 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-H6G3IBm1kyrzkcr95A1aQDKjOEiYEn780bCUOmyg5ie Scale = 1:36.3 1 2 3 5 4 6 7 8 2x4 2x4 3x4 3x6 3-10-153-10-15 -1-0-0 1-0-0 3-10-15 3-10-15 2-8-06-6-1512.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.32 0.13 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 -0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 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 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.(lb/size)5=350/0-3-8, 4=199/Mechanical Max Horz 5=116(LC 11) Max Uplift 4=-151(LC 14) Max Grav 5=356(LC 21), 4=231(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-320/10 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-9-3 zone; cantilever left and right exposed ; end vertical left 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; Pf=40.0 psf (flat roof snow); 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 2.00 times flat roof load of 40.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=151. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J12 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442931 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:58 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-lIqRWXnfVGzqMmQMfuYpyQsjse?NzC_IFFy1wDyg5id Scale = 1:49.9 1 2 3 5 4 6 7 8 2x4 2x4 3x4 3x6 6-0-06-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 2-8-08-8-012.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.97 0.35 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 -0.00 (loc) 4-5 4-5 4 l/defl >999 >430 n/a L/d 240 180 n/a PLATES MT20 Weight: 37 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4 REACTIONS.(lb/size)5=469/0-3-8, 4=331/Mechanical Max Horz 5=177(LC 14) Max Uplift 4=-191(LC 14) Max Grav 5=481(LC 21), 4=388(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-424/0, 3-4=-330/158 WEBS 2-4=-226/268 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-4 zone; cantilever left and right exposed ; end vertical left 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; Pf=40.0 psf (flat roof snow); 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 2.00 times flat roof load of 40.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=191. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J13 Truss Type Jack-Closed Qty 4 Ply 1 WF57 Job Reference (optional) I38442932 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:59 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-DUOpjtnHGa5hzw_YDb32VeP6M2QjihYRUvhbSfyg5ic Scale: 1.5"=1' 1 2 3 4 2x4 2x4 3x4 1-10-151-10-15 -1-0-0 1-0-0 1-10-15 1-10-15 0-5-01-0-104.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.09 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 7 7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 6 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.(lb/size)4=54/Mechanical, 2=148/0-3-8 Max Horz 2=31(LC 10) Max Uplift 4=-8(LC 14), 2=-46(LC 10) Max Grav 4=54(LC 1), 2=164(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J14 Truss Type Jack-Closed Qty 4 Ply 1 WF57 Job Reference (optional) I38442933 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:53:59 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-DUOpjtnHGa5hzw_YDb32VeP5M2P9ihYRUvhbSfyg5ic Scale = 1:11.4 1 2 3 4 8 9 10 2x4 2x4 3x4 3-10-153-10-15 -1-0-0 1-0-0 3-10-15 3-10-15 0-5-01-8-104.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.16 0.12 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.00 (loc) 4-7 4-7 2 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.(lb/size)4=143/Mechanical, 2=219/0-3-8 Max Horz 2=51(LC 10) Max Uplift 4=-24(LC 14), 2=-47(LC 10) Max Grav 4=148(LC 21), 2=220(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-9-3 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J15 Truss Type Jack-Closed Qty 5 Ply 1 WF57 Job Reference (optional) I38442934 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:00 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hhyBxDov1tDYb4ZkmJaH1ryBLSh0R8oajZR8?5yg5ib Scale = 1:16.7 1 2 3 4 8 9 10 2x4 2x4 3x4 6-0-06-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-5-02-5-04.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.46 0.34 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.16 0.01 (loc) 4-7 4-7 2 l/defl >999 >451 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.(lb/size)4=229/Mechanical, 2=299/0-3-8 Max Horz 2=72(LC 10) Max Uplift 4=-38(LC 14), 2=-53(LC 10) Max Grav 4=248(LC 21), 2=304(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J16 Truss Type Jack-Closed Qty 1 Ply 1 WF57 Job Reference (optional) I38442935 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:00 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-hhyBxDov1tDYb4ZkmJaH1ryE_Sk?R8GajZR8?5yg5ib Scale = 1:15.6 1 2 3 5 4 6 3x4 3x4 2x4 2x4 2-2-102-2-10 -1-6-12 1-6-12 2-2-9 2-2-9 1-1-02-6-02-1-147.68 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.29 0.15 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 4 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 No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=32/Mechanical, 5=225/0-4-9 Max Horz 5=66(LC 14) Max Uplift 4=-37(LC 20), 5=-19(LC 14) Max Grav 4=43(LC 5), 5=285(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-271/137 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J17 Truss Type Jack-Closed Qty 1 Ply 1 WF57 Job Reference (optional) I38442936 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:01 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-AtWa8ZpXoBLPDE8wK06Wa3UPls6tAb2kxDAhXYyg5ia Scale = 1:15.6 1 2 3 5 4 6 2x4 3x4 2x4 2x4 2-2-102-2-10 -1-6-12 1-6-12 2-2-9 2-2-9 1-1-02-6-01-10-110-7-51-11-130-6-37.68 12 3.84 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.29 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 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 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)5=225/0-3-11, 4=32/Mechanical Max Horz 5=66(LC 14) Max Uplift 5=-18(LC 14), 4=-37(LC 20) Max Grav 5=285(LC 20), 4=43(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J18 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442937 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:02 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-e34yLvqAZVUGrNj7ujdl7G1bBFQhv2qtAtwF3_yg5iZ Scale = 1:15.2 1 2 3 5 4 6 3x4 3x4 2x4 2x4 2-2-142-2-14 -1-5-3 1-5-3 2-2-14 2-2-14 1-0-02-5-32-1-17.68 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.25 0.13 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 4 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 2-2-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=40/Mechanical, 5=211/0-4-9 Max Horz 5=64(LC 14) Max Uplift 4=-29(LC 14), 5=-18(LC 14) Max Grav 4=46(LC 5), 5=261(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J19 Truss Type Jack-Closed Qty 1 Ply 1 WF57 Job Reference (optional) I38442938 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:02 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-e34yLvqAZVUGrNj7ujdl7G1aUFSCv2ItAtwF3_yg5iZ Scale = 1:15.6 1 2 3 5 4 6 2x4 3x4 2x4 2x4 2-2-92-2-9 -1-6-12 1-6-12 2-2-9 2-2-9 1-1-02-6-01-10-100-7-62-0-00-6-07.68 12 4.61 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MR 0.29 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 4-5 4 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 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)5=225/0-7-6, 4=31/Mechanical Max Horz 5=66(LC 14) Max Uplift 5=-14(LC 14), 4=-37(LC 20) Max Grav 5=285(LC 20), 4=43(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J20 Truss Type Jack-Closed Qty 1 Ply 1 WF57 Job Reference (optional) I38442939 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:03 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-6FdKZFqoKoc7SXIJSR8?fUZlDfmieV01PXfobQyg5iY Scale = 1:15.6 1 2 3 5 4 6 3x4 3x4 2x4 2x4 2-2-102-2-2 -1-6-12 1-6-12 2-2-9 2-2-9 1-1-02-6-07.68 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.29 0.15 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 4-5 4-5 4 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 No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-2-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=31/Mechanical, 5=225/0-4-9 Max Horz 5=66(LC 14) Max Uplift 4=-37(LC 20), 5=-19(LC 14) Max Grav 4=43(LC 5), 5=285(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-271/137 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 5. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J21 Truss Type Jack-Closed Qty 4 Ply 1 WF57 Job Reference (optional) I38442940 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:03 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-6FdKZFqoKoc7SXIJSR8?fUZgKfj0eUK1PXfobQyg5iY Scale = 1:73.9 1 2 4 3 5 6 7 8 2x4 3x6 2x4 3x4 6-3-06-3-0 6-3-0 6-3-0 6-7-012-10-012.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.61 0.38 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.19 -0.00 (loc) 3-4 3-4 3 l/defl >946 >378 n/a L/d 240 180 n/a PLATES MT20 Weight: 51 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SP 2400F 2.0E 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. WEBS 1 Row at midpt 2-3, 1-3REACTIONS.(lb/size)4=358/Mechanical, 3=358/Mechanical Max Horz 4=180(LC 14) Max Uplift 3=-312(LC 14) Max Grav 4=458(LC 25), 3=413(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-341/105, 2-3=-342/168 WEBS 1-3=-226/274 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 6-1-4 zone; cantilever 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; Pf=40.0 psf (flat roof snow); 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, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 3=312. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J22 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442941 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:04 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-aSBimbrQ56k_4htV?8fECh6zx37bNyoAdBPM8tyg5iX Scale = 1:17.3 1 2 3 4 2x4 2x4 5x6 1-10-151-10-15 -1-0-0 1-0-0 1-10-15 1-10-15 0-8-02-6-1512.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-4], [2:0-2-13,0-0-7], [2:Edge,0-2-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.10 0.04 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 7 7 2 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 WEDGE Left: 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.(lb/size)4=54/Mechanical, 2=148/0-3-8 Max Horz 2=79(LC 14) Max Uplift 4=-37(LC 14) Max Grav 4=54(LC 1), 2=164(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J23 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442942 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:04 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-aSBimbrQ56k_4htV?8fECh6wC348NyoAdBPM8tyg5iX Scale = 1:27.3 1 2 3 4 8 9 10 2x4 2x4 4x8 3-10-153-10-15 -1-0-0 1-0-0 3-10-15 3-10-15 0-8-04-6-1512.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-4], [2:0-0-7,0-2-13], [2:Edge,0-0-7] LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.28 0.20 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 0.01 (loc) 4-7 4-7 2 l/defl >999 >999 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 WEDGE Left: 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.(lb/size)4=213/Mechanical, 2=339/0-3-8 Max Horz 2=140(LC 14) Max Uplift 4=-81(LC 14) Max Grav 4=238(LC 21), 2=345(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-9-3 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); 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 2.00 times flat roof load of 40.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J24 Truss Type Jack-Closed Qty 2 Ply 1 WF57 Job Reference (optional) I38442943 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:05 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-2el4_ws2sQsrirSiZsATkvfyuTLY6P1Jsr8vgJyg5iW Scale = 1:39.3 1 2 3 4 8 9 10 11 2x4 2x4 4x8 6-0-06-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 0-8-06-8-012.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-4], [2:0-0-7,0-2-13], [2:Edge,0-0-7] LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.79 0.57 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.14 -0.23 0.05 (loc) 4-7 4-7 2 l/defl >489 >310 n/a L/d 240 180 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=343/Mechanical, 2=460/0-3-8 Max Horz 2=203(LC 14) Max Uplift 4=-125(LC 14) Max Grav 4=400(LC 21), 2=472(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-300/153 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-4 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); 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 2.00 times flat roof load of 40.0 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, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=125. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J25 Truss Type Jack-Closed Qty 3 Ply 1 WF57 Job Reference (optional) I38442944 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:06 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-WqJTBGtgdj_hJ?1u7ZhiH6BGntnQrsHT5VuSClyg5iV Scale = 1:25.2 1 2 3 4 8 2x4 2x4 4x8 3-6-03-6-0 -1-0-0 1-0-0 3-6-0 3-6-0 0-8-04-2-012.00 12 Plate Offsets (X,Y)-- [2:0-0-4,0-0-4], [2:0-0-7,0-2-13], [2:Edge,0-0-7] LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.21 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.02 0.01 (loc) 4-7 4-7 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=186/Mechanical, 2=316/0-3-8 Max Horz 2=127(LC 14) Max Uplift 4=-73(LC 14) Max Grav 4=206(LC 21), 2=321(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 3-4-4 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=40.0 psf (flat roof snow); 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 2.00 times flat roof load of 40.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss J26 Truss Type Jack-Closed Qty 3 Ply 1 WF57 Job Reference (optional) I38442945 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:06 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-WqJTBGtgdj_hJ?1u7ZhiH6B4rtkFrrkT5VuSClyg5iV Scale = 1:41.4 1 2 3 5 4 6 7 8 2x4 2x4 4x4 3x6 6-0-06-0-0 -1-0-0 1-0-0 6-0-0 6-0-0 1-1-07-1-012.00 12 LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.97 0.35 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.16 -0.00 (loc) 4-5 4-5 4 l/defl >999 >430 n/a L/d 240 180 n/a PLATES MT20 Weight: 33 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, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=469/0-3-8, 4=331/Mechanical Max Horz 5=202(LC 14) Max Uplift 4=-141(LC 14) Max Grav 5=481(LC 21), 4=388(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-424/3, 3-4=-330/158 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-10-4 zone; cantilever 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; Pf=40.0 psf (flat roof snow); 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 2.00 times flat roof load of 40.0 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=141. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss K1 Truss Type Piggyback Base Qty 3 Ply 1 WF57 Job Reference (optional) I38442946 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:08 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-SDRDcyuw8LEPZIBHE_kAMXHYBgOFJhRmYpNZHeyg5iT Scale = 1:67.4 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 19 20 21 22 23 24 25 6x8 6x8 3x4 3x10 6x8 3x4 6x8 4x4 3x6 3x6 4x4 7-5-37-5-3 14-6-147-1-11 22-0-07-5-2 -1-0-0 1-0-0 4-6-12 4-6-12 8-10-0 4-3-4 13-2-0 4-4-0 17-5-4 4-3-4 22-0-0 4-6-12 23-0-0 1-0-0 2-8-011-6-02-8-011-6-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12], [4:0-2-8,Edge], [5:0-2-8,Edge], [7:0-2-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.47 0.51 0.34 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.18 0.03 (loc) 12-13 12-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 140 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 5-3-4 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12, 3-13, 6-9 REACTIONS.(lb/size)13=937/0-3-8, 9=937/0-3-8 Max Horz 13=-261(LC 12) Max Uplift 13=-140(LC 14), 9=-140(LC 15) Max Grav 13=1384(LC 33), 9=1384(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-319/197, 3-4=-1091/327, 4-5=-627/283, 5-6=-1103/327, 6-7=-318/197, 2-13=-411/208, 7-9=-410/208 BOT CHORD 12-13=-157/774, 10-12=-34/599, 9-10=-34/680 WEBS 3-12=-227/267, 4-12=-113/427, 5-10=-153/504, 6-10=-225/267, 3-13=-1134/54, 6-9=-1148/54 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-10-0, Exterior(2) 8-10-0 to 17-6-8, Interior(1) 17-6-8 to 23-0-0 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; Pf=20.0 psf (flat roof snow); 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 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 13 and 9. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss K2 Truss Type Piggyback Base Qty 2 Ply 1 WF57 Job Reference (optional) I38442947 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:09 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-xP?bqIvZveMGASlTohFPvlpjw4kS28XvnT66p4yg5iS Scale = 1:67.4 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 20 21 22 23 24 6x8 4x8 4x4 3x4 3x10 6x8 3x4 4x6 4x4 3x6 4x4 7-5-37-5-3 14-6-147-1-11 22-0-07-5-2 -1-0-0 1-0-0 4-6-12 4-6-12 8-10-0 4-3-4 13-2-0 4-4-0 17-5-4 4-3-4 22-0-0 4-6-12 2-8-011-6-02-8-011-6-012.00 12 Plate Offsets (X,Y)-- [2:0-2-0,0-1-12], [4:0-2-8,Edge], [5:0-4-0,0-0-15] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.47 0.51 0.35 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.18 0.03 (loc) 11-12 11-12 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 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 5-3-11 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-11, 3-12, 6-8 REACTIONS.(lb/size)12=939/0-3-8, 8=867/0-3-8 Max Horz 12=-251(LC 12) Max Uplift 12=-135(LC 14), 8=-123(LC 14) Max Grav 12=1386(LC 33), 8=1314(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-319/197, 3-4=-1093/326, 4-5=-628/282, 5-6=-1102/325, 2-12=-411/208, 7-8=-282/126 BOT CHORD 11-12=-157/767, 9-11=-34/594, 8-9=-66/677 WEBS 3-11=-227/268, 4-11=-112/426, 5-9=-147/495, 6-9=-218/261, 3-12=-1136/48, 6-8=-1165/117 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 8-10-0, Exterior(2) 8-10-0 to 17-7-7, Interior(1) 17-7-7 to 21-10-4 zone; cantilever left and right exposed ; end vertical left 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; Pf=20.0 psf (flat roof snow); 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 2.00 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 12 and 8. This connection is for uplift only and does not consider lateral forces. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss L1 Truss Type GABLE Qty 1 Ply 1 WF57 Job Reference (optional) I38442948 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:10 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-PcYz1ewBgyU7ocKfMPmeRyMzvUAhnf?307sgLWyg5iR Scale = 1:36.7 1 2 3 4 5 6 7 12 11 10 9 8 13 14 2x4 2x4 4x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 8-0-08-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 8-0-0 4-0-0 9-0-0 1-0-0 1-6-45-6-41-6-412.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.14 0.06 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 7 6 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 8-0-0. (lb) - Max Horz 12=-134(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 12, 8 except 11=-105(LC 14), 9=-104(LC 15) Max Grav All reactions 250 lb or less at joint(s) 12, 8, 10, 11, 9 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 4-0-0, Corner(3) 4-0-0 to 7-0-0, Exterior(2) 7-0-0 to 9-0-0 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8 except (jt=lb) 11=105, 9=104. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss L2 Truss Type Common Qty 2 Ply 1 WF57 Job Reference (optional) I38442949 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:11 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-to6ME_xpRGc_Qmvrw6Ht_Av7HuV_W64CEnbDtzyg5iQ Scale = 1:38.6 1 2 3 4 5 8 7 6 9 10 11 12 13 14 2x4 2x4 4x4 3x10 3x6 3x6 4-0-04-0-0 8-0-04-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 8-0-0 4-0-0 9-0-0 1-0-0 1-6-45-6-41-6-412.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.22 0.12 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.00 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 42 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.(lb/size)8=377/0-3-8, 6=377/0-3-8 Max Horz 8=-134(LC 12) Max Uplift 8=-27(LC 14), 6=-27(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-250/63, 3-4=-250/63, 2-8=-347/108, 4-6=-347/108 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-0-0, Exterior(2) 4-0-0 to 7-0-0, Interior(1) 7-0-0 to 9-0-0 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; Pf=20.0 psf (flat roof snow); 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 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 8 and 6. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss M01 Truss Type Monopitch Qty 5 Ply 1 WF57 Job Reference (optional) I38442950 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:11 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-to6ME_xpRGc_Qmvrw6Ht_Av8uuUeW6XCEnbDtzyg5iQ Scale = 1:11.8 1 2 3 4 8 9 10 2x4 2x4 3x4 4-2-04-2-0 -1-0-0 1-0-0 4-2-0 4-2-0 0-5-01-9-114.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.19 0.14 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 4-7 4-7 2 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 4-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=153/Mechanical, 2=228/0-3-8 Max Horz 2=66(LC 10) Max Uplift 4=-46(LC 14), 2=-64(LC 10) Max Grav 4=160(LC 21), 2=230(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Pr. Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-0-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss N1 Truss Type Common Qty 2 Ply 1 WF57 Job Reference (optional) I38442951 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:12 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-L_gkSKxRCZkr1wU2Tqo6XNRITHlxFLJLTRLnQPyg5iP Scale = 1:62.8 1 2 3 4 5 6 8 7 13 14 15 16 17 3x10 4x4 5x6 3x4 5x6 2x4 4x4 4-8-124-8-12 11-10-87-1-12 -0-11-0 0-11-0 4-8-12 4-8-12 9-2-0 4-5-4 11-10-8 2-8-8 1-0-010-2-07-5-812.00 12 Plate Offsets (X,Y)-- [2:0-3-0,0-0-2], [4:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.20 0.46 0.93 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.24 -0.01 (loc) 7-8 7-8 2 l/defl >999 >581 n/a L/d 240 180 n/a PLATES MT20 Weight: 76 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 2x6 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-7 REACTIONS.(lb/size)2=526/0-3-8, 7=467/0-3-8 Max Horz 2=257(LC 14) Max Uplift 7=-119(LC 14) Max Grav 2=526(LC 1), 7=496(LC 2) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-452/215, 4-5=-490/384 BOT CHORD 2-8=-249/307 WEBS 4-8=-330/272, 5-8=-457/487, 5-7=-375/199 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -0-11-0 to 2-1-0, Interior(1) 2-1-0 to 9-2-0, Exterior(2) 9-2-0 to 11-8-12 zone; cantilever left and right exposed ; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 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, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 7. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P01 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442952 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:23:09 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-gJYuLbTatDhQfdrDwKUtFtRvfUopSLkuw3jTLryfKxW Scale = 1:19.1 1 2 3 4 5 6 7 10 9 8 11 4x6 4x6 3x4 3x4 2x4 2x4 2x4 2x4 11-3-311-3-3 1-8-4 1-8-4 9-6-15 7-10-11 11-3-3 1-8-4 0-4-131-4-140-1-80-4-130-1-81-3-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-4-4,0-2-0], [6:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.35 0.09 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 120 120 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 OTHERS 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.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 10-0-1. (lb) - Max Horz 2=-25(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 9, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6 except 9=597(LC 32), 10=276(LC 32), 8=273(LC 32) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-9=-516/116 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 5-11-13, Interior(1) 5-11-13 to 9-6-15, Exterior(2) 9-6-15 to 11-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 9, 10, 8. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P02 Truss Type PIGGYBACK Qty 1 Ply 2 WF57 Job Reference (optional) I38442953 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:14 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-HNoUt?zhkB_ZHDeQbFqacoXgp5YljT0exlqtUHyg5iN Scale = 1:30.0 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 11-3-311-3-3 5-7-10 5-7-10 11-3-3 5-7-9 0-4-134-8-50-1-80-4-130-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-0-0,0-0-0], [6:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.08 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 68 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.All bearings 10-0-1. (lb) - Max Horz 2=-87(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 10=-134(LC 14), 8=-133(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9 except 10=321(LC 24), 8=320(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-268/188, 5-8=-267/187 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: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-7-10, Exterior(2) 5-7-10 to 8-7-10, Interior(1) 8-7-10 to 11-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 10=134, 8=133. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P03 Truss Type PIGGYBACK Qty 4 Ply 1 WF57 Job Reference (optional) I38442954 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:14 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-HNoUt?zhkB_ZHDeQbFqacoXfb5XyjTUexlqtUHyg5iN Scale = 1:30.0 1 2 3 4 5 6 7 10 9 8 11 12 13 14 15 16 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 11-3-311-3-3 5-7-10 5-7-10 11-3-3 5-7-9 0-4-134-8-50-1-80-4-130-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-0-0,0-0-0], [6:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.10 0.05 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 6 6 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 34 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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.All bearings 10-0-1. (lb) - Max Horz 2=-87(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 6 except 10=-134(LC 14), 8=-133(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9 except 10=321(LC 24), 8=320(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-10=-268/188, 5-8=-267/187 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-7-10, Exterior(2) 5-7-10 to 8-7-10, Interior(1) 8-7-10 to 11-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 oc. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 10=134, 8=133. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P04 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442955 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:16 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-DmwEIh_yGoEHWXopigt2hDc0ovDLBN6xO3J_ZAyg5iL Scale = 1:22.7 1 2 3 4 5 6 7 8 9 12 11 10 13 14 15 16 17 18 3x4 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 11-3-311-3-3 4-1-1 4-1-1 7-2-2 3-1-1 11-3-3 4-1-1 0-4-133-4-140-1-80-4-130-1-83-3-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [6:0-2-0,0-1-13], [7:0-0-0,0-0-0], [8:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.11 0.11 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 32 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.All bearings 10-0-1. (lb) - Max Horz 2=-63(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 12, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=310(LC 32), 12=329(LC 33), 10=329(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-314/81, 6-7=-314/81 WEBS 3-12=-270/125, 7-10=-270/123 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 4-1-1, Exterior(2) 4-1-1 to 11-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 12, 10. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P05 Truss Type PIGGYBACK Qty 1 Ply 4 WF57 Job Reference (optional) I38442956 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:17 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-iyUdV1?a16M88hN?GNOHER9CYIZdwqr5dj2Y5cyg5iK Scale = 1:49.7 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 4x4 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-3-019-3-0 9-7-8 9-7-8 19-3-0 9-7-8 0-4-137-10-128-0-40-1-80-4-130-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [8:0-2-1,0-1-8], [12:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.05 0.04 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 272 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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.All bearings 17-11-14. (lb) - Max Horz 2=-152(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 13=-140(LC 14), 14=-107(LC 14), 11=-140(LC 15), 10=-105(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=378(LC 27), 13=424(LC 24), 14=264(LC 24), 11=423(LC 25), 10=263(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-283/189, 6-11=-283/189 NOTES- 1) 4-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: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 9-7-8, Exterior(2) 9-7-8 to 12-7-8, Interior(1) 12-7-8 to 19-0-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in 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. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except (jt=lb) 13=140, 14=107, 11=140, 10=105. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer.September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P06 Truss Type PIGGYBACK Qty 1 Ply 2 WF57 Job Reference (optional) I38442957 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:17 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-iyUdV1?a16M88hN?GNOHER9BwIZTwqm5dj2Y5cyg5iK Scale = 1:28.6 12 3 4 6 5 8 9 7 2x4 2x4 2x4 2x4 2x4 5-10-105-10-10 5-10-10 5-10-10 0-4-134-10-140-1-84-9-60-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.09 0.05 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 7 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 41 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=0/4-11-9, 2=-13/4-11-9, 5=125/4-11-9, 6=321/4-11-9 Max Horz 2=138(LC 14) Max Uplift 2=-59(LC 12), 5=-48(LC 14), 6=-130(LC 14) Max Grav 2=120(LC 14), 5=134(LC 21), 6=339(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-268/183 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: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-8-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except (jt=lb) 6=130. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P07 Truss Type PIGGYBACK Qty 2 Ply 1 WF57 Job Reference (optional) I38442958 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:18 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-A81?iN0CoPV?lrxCq4vWmehLJiuxfHlErMo5d3yg5iJ Scale = 1:28.6 12 3 4 6 5 8 9 7 2x4 2x4 2x4 2x4 2x4 5-10-105-10-10 5-10-10 5-10-10 0-4-134-10-140-1-84-9-60-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.17 0.10 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 7 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 21 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)7=0/4-11-9, 2=-13/4-11-9, 5=125/4-11-9, 6=321/4-11-9 Max Horz 2=138(LC 14) Max Uplift 2=-59(LC 12), 5=-48(LC 14), 6=-130(LC 14) Max Grav 2=120(LC 14), 5=134(LC 21), 6=339(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-268/183 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 5-8-14 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 oc. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5 except (jt=lb) 6=130. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P08 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442959 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:23:27 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-9meh6lhselytpODhz6o5_gBzvkxugU8X3t4QzoyfKxE Scale = 1:34.5 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 16 17 18 19 20 21 22 4x6 5x6 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-3-319-3-3 1-8-4 1-8-4 9-8-4 8-0-0 13-7-10 3-11-6 19-3-3 5-7-9 0-4-131-3-64-6-134-8-50-1-80-4-130-1-81-3-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-4-0,0-2-0], [8:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.37 0.10 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 55 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 18-0-1. (lb) - Max Horz 2=-88(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 12, 14, 15, 8 except 10=-131(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 11=300(LC 35), 12=417(LC 35), 14=606(LC 34), 15=299(LC 34), 10=378(LC 41) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 5-12=-341/107, 4-14=-526/106, 7-10=-333/186 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-8-14, Interior(1) 4-8-14 to 13-7-10, Exterior(2) 13-7-10 to 16-7-10, Interior(1) 16-7-10 to 19-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 12, 14, 15, 8 except (jt=lb) 10=131. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P09 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442960 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:20 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-6X9l732SK1li?85axVx_r3nf_WaT7ARXJgHCixyg5iH Scale = 1:34.8 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 22 23 24 25 4x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-3-319-3-3 4-1-1 4-1-1 12-1-1 8-0-0 13-7-10 1-6-9 19-3-3 5-7-9 0-4-133-3-64-6-134-8-50-1-80-4-130-1-83-3-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-1-12,Edge], [10:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.29 0.09 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 10 10 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 59 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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 6-0-0 oc bracing. REACTIONS.All bearings 18-0-1. (lb) - Max Horz 2=87(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 13, 14, 16, 10 except 17=-107(LC 14), 12=-131(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 13=310(LC 1), 14=528(LC 34), 16=515(LC 34), 17=443(LC 35), 12=382(LC 22) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-14=-449/97, 5-16=-432/100, 3-17=-395/159, 9-12=-334/185 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 4-1-1, Exterior(2) 4-1-1 to 7-1-1, Interior(1) 7-1-1 to 13-7-10, Exterior(2) 13-7-10 to 16-7-10, Interior(1) 16-7-10 to 19-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 13, 14, 16, 10 except (jt=lb) 17=107, 12=131. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P10 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442961 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:22 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-2vHWYl3jre?QESFz3w_SwUs_fJFva3Gqm_mJmqyg5iF Scale = 1:34.0 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 20 21 22 23 24 25 3x4 3x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-3-319-3-3 6-5-14 6-5-14 12-9-6 6-3-8 19-3-3 6-5-13 0-4-135-3-65-4-140-1-80-4-130-1-85-3-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-2-0,0-1-13], [7:0-2-0,0-1-13], [8:0-0-0,0-0-0], [9:0-0-0,0-0-0], [10:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.28 0.16 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 10 10 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 63 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.): 5-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 18-0-1. (lb) - Max Horz 2=-102(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 14, 16, 13 except 2=-109(LC 41), 17=-131(LC 14), 12=-132(LC 15), 10=-102(LC 43) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=558(LC 38), 16=495(LC 41), 17=483(LC 33), 13=488(LC 43), 12=483(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-14=-433/83, 4-16=-393/126, 3-17=-439/183, 8-13=-393/120, 9-12=-439/185 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 6-5-14, Exterior(2) 6-5-14 to 10-8-12, Interior(1) 10-8-12 to 12-9-6, Exterior(2) 12-9-6 to 17-0-4, Interior(1) 17-0-4 to 19-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 16, 13 except (jt=lb) 2=109, 17=131, 12=132, 10=102. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P11 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442962 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:23 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-W6rum44Lcy7Hscq9deVhThO9bja9JWDz?eVsJGyg5iE Scale = 1:42.8 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 18 19 20 21 22 3x4 3x4 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-3-319-3-3 8-10-10 8-10-10 10-4-9 1-5-14 19-3-3 8-10-10 0-4-137-3-67-4-140-1-80-4-130-1-87-3-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-2-0,0-1-13], [7:0-2-0,0-1-13], [8:0-0-0,0-0-0], [9:0-0-0,0-0-0], [10:0-2-1,0-1-8], [14:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.27 0.16 0.15 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 10 10 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 67 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.): 5-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 18-0-1. (lb) - Max Horz 2=-141(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 10 except 15=-128(LC 14), 16=-112(LC 14), 13=-127(LC 15), 12=-112(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=379(LC 47), 15=570(LC 41), 16=450(LC 33), 13=569(LC 43), 12=450(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-275/81, 4-5=-280/112, 7-8=-280/111, 8-9=-275/47 WEBS 4-15=-459/177, 3-16=-404/163, 8-13=-459/176, 9-12=-404/163 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-10-10, Exterior(2) 8-10-10 to 14-7-7, Interior(1) 14-7-7 to 19-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10 except (jt=lb) 15=128, 16=112, 13=127, 12=112. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P12 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442963 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:24 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-_IPGzQ5zNFF8TmPLAL0w0vxMb7wQ2zD6EIFPriyg5iD Scale = 1:49.7 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 17 18 19 20 4x4 3x4 5x6 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 19-3-319-3-3 9-7-10 9-7-10 19-3-3 9-7-9 0-4-137-10-138-0-50-1-80-4-130-1-810.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [6:0-0-0,0-0-0], [7:0-0-0,0-0-0], [8:0-2-1,0-1-8], [12:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.19 0.16 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 8 8 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 68 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.All bearings 18-0-1. (lb) - Max Horz 2=-152(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 8 except 13=-140(LC 14), 14=-107(LC 14), 11=-140(LC 15), 10=-105(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 8 except 12=378(LC 27), 13=424(LC 24), 14=264(LC 24), 11=423(LC 25), 10=263(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-13=-283/189, 6-11=-283/189 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 9-7-10, Exterior(2) 9-7-10 to 12-7-10, Interior(1) 12-7-10 to 19-0-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 oc. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8 except (jt=lb) 13=140, 14=107, 11=140, 10=105. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P13 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442964 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:25 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-TUzeAm5b8ZN?5w_Yk3X9Y6UUfXGfnObGSy_zN9yg5iC Scale = 1:57.6 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 23 24 25 26 274x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 24-7-324-7-3 2-4-10 2-4-10 7-8-10 5-4-0 14-11-10 7-2-15 24-7-3 9-7-9 0-4-131-10-67-10-138-0-50-1-80-4-130-1-81-10-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-1-12,Edge], [11:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.36 0.16 0.28 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 11 11 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 83 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.): 3-6. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 23-4-1. (lb) - Max Horz 2=-152(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 18, 11 except 16=-131(LC 14), 19=-110(LC 14), 14=-140(LC 15), 13=-106(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 15=468(LC 49), 16=599(LC 45), 18=462(LC 34), 19=403(LC 34), 14=423(LC 25), 13=265(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 8-15=-281/0, 7-16=-503/179, 5-18=-379/93, 4-19=-342/146, 9-14=-322/189 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 5-4-10, Interior(1) 5-4-10 to 14-11-10, Exterior(2) 14-11-10 to 17-11-10, Interior(1) 17-11-10 to 24-4-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 18, 11 except (jt=lb) 16=131, 19=110, 14=140, 13=106. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P14 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442965 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:27 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Pt4PbS7rgAdjKD7wsTZddXZrBKy5FKdZwGT3S1yg5iA Scale = 1:57.6 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 23 24 25 26 27 28 29 3x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 24-7-324-7-3 4-9-7 4-9-7 10-1-7 5-4-0 14-11-10 4-10-2 24-7-3 9-7-9 0-4-133-10-67-10-138-0-50-1-80-4-130-1-83-10-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-2-0,0-1-13], [11:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.29 0.16 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.01 (loc) 11 11 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.All bearings 23-4-1. (lb) - Max Horz 2=-152(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 18, 19, 11 except 16=-126(LC 14), 14=-140(LC 15), 13=-106(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 15=385(LC 26), 16=547(LC 35), 18=534(LC 34), 19=373(LC 35), 14=424(LC 25), 13=264(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 7-8=-281/137 WEBS 7-16=-467/174, 5-18=-452/86, 3-19=-293/128, 9-14=-322/189 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 2-11-10, Interior(1) 2-11-10 to 4-9-7, Exterior(2) 4-9-7 to 7-9-7, Interior(1) 7-9-7 to 14-11-10, Exterior(2) 14-11-10 to 17-11-10, Interior(1) 17-11-10 to 24-4-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 19, 11 except (jt=lb) 16=126, 14=140, 13=106. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P15 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442966 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:28 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-t3enpo8TRUlayNi7PB5sAl60mkIc_jIi9wDd_Tyg5i9 Scale = 1:57.6 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 2324 25 26 27 28 4x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 24-7-324-7-3 7-2-4 7-2-4 12-6-4 5-4-0 14-11-10 2-5-6 24-7-3 9-7-9 0-4-135-10-67-10-138-0-50-1-80-4-130-1-85-10-610.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [5:0-1-12,Edge], [11:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.30 0.14 0.41 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.01 (loc) 11 11 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 89 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (10-0-0 max.): 5-7. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 23-4-1. (lb) - Max Horz 2=-152(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 15, 16 except 18=-105(LC 14), 19=-123(LC 14), 14=-138(LC 15), 13=-110(LC 15), 11=-130(LC 47) Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 15=558(LC 45), 16=556(LC 42), 18=491(LC 45), 19=500(LC 35), 14=425(LC 25), 13=267(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-240/313, 3-4=-121/287, 10-11=-251/250 WEBS 8-15=-412/52, 6-16=-441/97, 4-18=-394/155, 3-19=-430/164, 9-14=-320/187 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 2-11-10, Interior(1) 2-11-10 to 7-2-4, Exterior(2) 7-2-4 to 10-2-4, Interior(1) 10-2-4 to 14-11-10, Exterior(2) 14-11-10 to 17-11-10, Interior(1) 17-11-10 to 24-4-7 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 15, 16 except (jt=lb) 18=105, 19=123, 14=138, 13=110, 11=130. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P16 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442967 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:29 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-LGC90896CntRaXHJzuc5jyeBd8drjAAsNayAWwyg5i8 Scale = 1:57.5 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 23 24 25 26 27 28 4x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 24-7-024-7-0 6-7-10 6-7-10 11-11-10 5-4-0 14-11-8 2-11-14 24-7-0 9-7-8 0-4-135-4-147-10-128-0-40-1-80-4-130-1-85-4-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-1-12,Edge], [11:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.30 0.14 0.37 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.01 (loc) 11 11 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 88 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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 6-0-0 oc bracing. REACTIONS.All bearings 23-3-14. (lb) - Max Horz 2=-152(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 18, 11 except 19=-123(LC 14), 14=-138(LC 15), 13=-109(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 15=532(LC 45), 16=533(LC 42), 18=412(LC 44), 19=503(LC 35), 14=425(LC 25), 13=266(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-206/263 WEBS 8-15=-373/19, 6-16=-409/109, 5-18=-312/133, 3-19=-433/164, 9-14=-321/187 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 2-11-8, Interior(1) 2-11-8 to 6-7-10, Exterior(2) 6-7-10 to 9-7-10, Interior(1) 9-7-10 to 14-11-8, Exterior(2) 14-11-8 to 17-11-8, Interior(1) 17-11-8 to 24-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 18, 11 except (jt=lb) 19=123, 14=138, 13=109. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P17 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442968 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:31 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-HeKvRpAMkP78prRh5JeZoNkXsyJ2B6E8ruRHboyg5i6 Scale = 1:57.5 1 2 3 4 5 6 7 8 9 10 11 12 19 18 17 16 15 14 13 20 21 22 23 24 25 26 27 4x4 3x4 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 24-7-024-7-0 4-2-14 4-2-14 9-6-14 5-4-0 14-11-8 5-4-10 24-7-0 9-7-8 0-4-133-4-147-10-128-0-40-1-80-4-130-1-83-4-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [4:0-1-12,Edge], [11:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.31 0.16 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.01 (loc) 11 11 11 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 85 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.All bearings 23-3-14. (lb) - Max Horz 2=152(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 18, 19 except 16=-120(LC 14), 14=-140(LC 15), 13=-107(LC 15), 11=-105(LC 13) Max Grav All reactions 250 lb or less at joint(s) 2, 11 except 15=425(LC 49), 16=544(LC 35), 18=544(LC 34), 19=359(LC 35), 14=424(LC 25), 13=265(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-16=-464/168, 5-18=-461/90, 3-19=-279/133, 9-14=-322/189 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 2-11-8, Interior(1) 2-11-8 to 4-2-14, Exterior(2) 4-2-14 to 6-11-8, Interior(1) 6-11-8 to 14-11-8, Exterior(2) 14-11-8 to 17-11-8, Interior(1) 17-11-8 to 24-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 19 except (jt=lb) 16=120, 14=140, 13=107, 11=105. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P18 Truss Type PIGGYBACK Qty 1 Ply 1 WF57 Job Reference (optional) I38442969 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:32 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-lruIe9B_ViF?R_0ue19oKbGh1LfHwarI3YBq7Fyg5i5 Scale = 1:57.5 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 3x4 4x6 4x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 3x4 24-7-024-7-0 1-10-1 1-10-1 7-2-1 5-4-0 14-11-8 7-9-7 24-7-0 9-7-8 0-4-131-4-147-10-128-0-40-1-80-4-130-1-81-4-1410.00 12 Plate Offsets (X,Y)-- [2:0-2-1,0-1-8], [3:0-2-0,0-1-13], [10:0-2-1,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.35 0.16 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 10 10 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 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.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 23-3-14. (lb) - Max Horz 2=-152(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 17, 18, 10 except 15=-144(LC 14), 13=-140(LC 15), 12=-105(LC 15) Max Grav All reactions 250 lb or less at joint(s) 2, 10 except 14=398(LC 26), 15=613(LC 45), 17=370(LC 35), 18=534(LC 34), 13=423(LC 25), 12=265(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-15=-514/191, 5-17=-292/71, 4-18=-468/131, 8-13=-322/189 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 4-10-1, Interior(1) 4-10-1 to 14-11-8, Exterior(2) 14-11-8 to 17-11-8, Interior(1) 17-11-8 to 24-4-4 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 4-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 17, 18, 10 except (jt=lb) 15=144, 13=140, 12=105. 13) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 14) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P19 Truss Type PIGGYBACK Qty 6 Ply 1 WF57 Job Reference (optional) I38442970 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:33 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-E1RgsVCcG0Ns38b4Ckg1topxjl1ef3sRICwOfhyg5i4 Scale = 1:13.0 1 2 3 45 6 4x4 2x4 2x4 2x4 4-4-04-4-0 2-2-0 2-2-0 4-4-0 2-2-0 0-5-32-2-00-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.03 0.02 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 120 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 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=100/3-2-10, 4=100/3-2-10, 6=100/3-2-10 Max Horz 2=-38(LC 12) Max Uplift 2=-18(LC 14), 4=-22(LC 15) Max Grav 2=100(LC 1), 4=100(LC 1), 6=100(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 4-0-0 oc. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss P20 Truss Type GABLE Qty 1 Ply 2 WF57 Job Reference (optional) I38442971 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:34 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-iD?23rCE0KWjgIAGmSBGQ0M6k9N2OWAbXsgxB7yg5i3 Scale = 1:13.0 1 2 3 45 6 4x4 2x4 2x4 2x4 4-4-04-4-0 2-2-0 2-2-0 4-4-0 2-2-0 0-5-32-2-00-1-80-5-30-1-812.00 12 Plate Offsets (X,Y)-- [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.02 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=100/3-2-10, 4=100/3-2-10, 6=100/3-2-10 Max Horz 2=-38(LC 12) Max Uplift 2=-18(LC 14), 4=-22(LC 15) Max Grav 2=100(LC 1), 4=100(LC 1), 6=100(LC 5) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 5) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 4-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 13) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 14) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss Q1 Truss Type GABLE Qty 1 Ply 1 WF57 Job Reference (optional) I38442972 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:34 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-iD?23rCE0KWjgIAGmSBGQ0M5T9NpOW?bXsgxB7yg5i3 Scale = 1:21.1 1 2 3 4 5 6 7 10 9 8 11 12 4x4 3x6 3x6 2x4 2x4 2x4 2x4 2x4 5-7-05-7-0 -1-0-0 1-0-0 2-9-8 2-9-8 5-7-0 2-9-8 6-7-0 1-0-0 0-7-122-11-110-7-1210.00 12 Plate Offsets (X,Y)-- [2:0-0-2,0-0-3], [2:0-0-5,0-3-3], [6:0-0-2,0-0-3], [6:0-0-5,0-3-3] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.10 0.03 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 7 6 6 l/defl n/r n/r n/a L/d 120 120 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 OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 , Right: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 5-7-0. (lb) - Max Horz 2=61(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10, 8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 2-0-0, Exterior(2) 2-0-0 to 2-9-8, Corner(3) 2-9-8 to 5-7-0, Exterior(2) 5-7-0 to 6-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10, 8. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss Q2 Truss Type Common Qty 3 Ply 1 WF57 Job Reference (optional) I38442973 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:35 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-APZQHBDsndeaISlTK9jVyDuG9ZjU7z4kmWPVkayg5i2 Scale = 1:22.6 1 2 3 4 5 6 13 14 15 16 5x6 5x6 2x4 4x4 2-9-82-9-8 5-7-02-9-8 -1-0-0 1-0-0 2-9-8 2-9-8 5-7-0 2-9-8 6-7-0 1-0-0 0-7-122-11-110-7-1210.00 12 Plate Offsets (X,Y)-- [2:0-0-3,0-0-2], [2:0-3-3,0-0-5], [2:Edge,0-2-6], [4:0-0-3,0-0-2], [4:0-3-3,0-0-5], [4:Edge,0-2-6] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.10 0.06 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 9 6-9 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 , Right: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=283/0-3-8, 4=283/0-3-8 Max Horz 2=-61(LC 12) Max Uplift 2=-29(LC 14), 4=-29(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-9-8, Exterior(2) 2-9-8 to 5-7-0, Interior(1) 5-7-0 to 6-7-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 16.0 psf or 2.00 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 4. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss Q3 Truss Type Common Qty 1 Ply 1 WF57 Job Reference (optional) I38442974 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:36 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-ec7oUXEVYxmRwcJftsEkVRRQNz1VsQJu_A92G0yg5i1 Scale = 1:21.2 1 2 3 4 2x4 4x4 3x6 3x6 2-9-82-9-8 5-7-02-9-8 2-9-8 2-9-8 5-7-0 2-9-8 0-7-122-11-110-7-1210.00 12 Plate Offsets (X,Y)-- [1:0-0-2,0-0-3], [1:0-0-5,0-3-3], [3:0-0-2,0-0-3], [3:0-0-5,0-3-3] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MP 0.07 0.08 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 7 4-7 1 l/defl >999 >999 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 WEDGE Left: 2x4 SPF No.2 , Right: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-7-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=223/0-3-8, 3=223/0-3-8 Max Horz 1=-45(LC 10) Max Uplift 1=-10(LC 14), 3=-10(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 1 and 3. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss R1 Truss Type GABLE Qty 1 Ply 1 WF57 Job Reference (optional) I38442975 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:37 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-6ohBitF7JFuIXmurRalz1e_a5MODbsK1DquboSyg5i0 Scale = 1:42.4 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 3x10 4x4 3x10 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 2x4 11-7-011-7-0 -1-0-0 1-0-0 5-9-8 5-9-8 11-7-0 5-9-8 12-7-0 1-0-0 0-9-126-7-40-9-1212.00 12 Plate Offsets (X,Y)-- [2:0-5-14,Edge], [8:0-5-14,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.14 0.05 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 9 8 10 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 57 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 11-7-0. (lb) - Max Horz 16=131(LC 13) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 12 except 15=-112(LC 14), 11=-108(LC 15) Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Corner(3) -1-0-0 to 1-9-8, Exterior(2) 1-9-8 to 5-9-8, Corner(3) 5-9-8 to 8-9-8, Exterior(2) 8-9-8 to 12-7-0 zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=20.0 psf (flat roof snow); 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 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 12 except (jt=lb) 15=112, 11=108. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss R2 Truss Type Common Qty 3 Ply 1 WF57 Job Reference (optional) I38442976 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:37 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-6ohBitF7JFuIXmurRalz1e_YKMJobst1DquboSyg5i0 Scale = 1:43.0 1 2 3 4 5 6 7 8 17 18 19 20 21 22 23 24 3x10 3x4 3x10 3x4 2x4 4x4 5-9-85-9-8 11-7-05-9-8 -1-0-0 1-0-0 5-9-8 5-9-8 11-7-0 5-9-8 12-7-0 1-0-0 0-9-126-7-40-9-1212.00 12 Plate Offsets (X,Y)-- [2:0-3-8,Edge], [6:0-4-13,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.31 0.33 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.07 0.02 (loc) 8-11 8-15 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 48 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 -H 2-6-0, Right 2x4 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)2=523/0-3-8, 6=523/0-3-8 Max Horz 2=131(LC 13) Max Uplift 2=-34(LC 14), 6=-34(LC 15) Max Grav 2=535(LC 24), 6=535(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-459/87, 4-6=-459/87 BOT CHORD 2-8=0/325, 6-8=0/325 WEBS 4-8=0/300 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-9-8, Exterior(2) 5-9-8 to 8-9-8, Interior(1) 8-9-8 to 12-7-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 2.00 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, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2 and 6. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss R3 Truss Type Common Qty 5 Ply 1 WF57 Job Reference (optional) I38442977 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:38 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-a_FZvDGl4Y099wT2?HGCasWitmfwKJ5ASUe9Kuyg5i? Scale = 1:43.0 1 2 3 4 5 6 7 16 17 18 19 20 21 22 3x10 3x4 3x10 3x4 2x4 4x4 5-9-85-9-8 11-7-05-9-8 -1-0-0 1-0-0 5-9-8 5-9-8 11-7-0 5-9-8 0-9-126-7-40-9-1212.00 12 Plate Offsets (X,Y)-- [2:0-4-13,Edge], [6:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.33 0.34 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.07 0.02 (loc) 7-10 7-10 2 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 47 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 -H 2-6-0, Right 2x4 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)6=461/Mechanical, 2=526/0-3-8 Max Horz 2=125(LC 11) Max Uplift 6=-21(LC 14), 2=-34(LC 14) Max Grav 6=484(LC 24), 2=537(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-464/88, 4-6=-433/90 BOT CHORD 2-7=0/318, 6-7=0/318 WEBS 4-7=0/302 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-9-8, Exterior(2) 5-9-8 to 8-9-8, Interior(1) 8-9-8 to 11-7-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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 2.00 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, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6. 10) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 2. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss R4 Truss Type Common Qty 2 Ply 1 WF57 Job Reference (optional) I38442978 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:39 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-2Bpx6ZGNrs80n32EZ?nR733ulA?33mLKg8NitLyg5i_ Scale = 1:41.6 1 2 3 4 5 6 15 16 17 18 19 20 3x10 3x4 3x10 3x4 2x4 4x4 5-9-85-9-8 11-7-05-9-8 5-9-8 5-9-8 11-7-0 5-9-8 0-9-126-7-40-9-1212.00 12 Plate Offsets (X,Y)-- [1:0-3-8,Edge], [5:0-4-13,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.32 0.34 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.07 0.02 (loc) 6-9 6-13 1 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 45 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 -H 2-6-0, Right 2x4 SPF No.2 -H 2-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=463/Mechanical, 5=463/Mechanical Max Horz 1=-112(LC 10) Max Uplift 1=-22(LC 15), 5=-22(LC 14) Max Grav 1=486(LC 24), 5=486(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-430/91, 3-5=-437/90 BOT CHORD 1-6=0/321, 5-6=0/321 WEBS 3-6=0/303 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 5-9-8, Exterior(2) 5-9-8 to 8-9-8, Interior(1) 8-9-8 to 11-7-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss S1 Truss Type Roof Special Qty 1 Ply 1 WF57 Job Reference (optional) I38442979 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:40 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-WNNJKuH?cAGtODdQ6iIgfHcybaMFo54Tvo7FOnyg5hz Scale = 1:27.9 1 2 3 4 5 10 9 8 7 6 11 12 13 2x4 5x12 MT20HS 5x12 MT20HS 5x6 2x4 3x4 3x4 3x10 4x6 3x4 4-8-44-8-4 11-5-46-9-0 15-11-84-6-4 2-3-8 2-3-8 8-9-8 6-6-0 11-5-4 2-7-12 15-11-8 4-6-4 1-10-131-9-72-8-01-9-72-8-04.00 12 Plate Offsets (X,Y)-- [2:0-7-0,0-2-0], [3:0-7-8,0-2-0] LOADING (psf) TCLL (Roof Snow=40.0) TCDL BCLL BCDL 40.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.76 0.28 0.62 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.12 0.01 (loc) 7-9 7-9 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 MT20HS Weight: 64 lb FT = 20% GRIP 197/144 148/108 LUMBER- TOP CHORD 2x4 SPF No.2 *Except* 2-3: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals, and 2-0-0 oc purlins (4-7-3 max.): 2-3, 4-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.(lb/size)6=538/Mechanical, 9=1385/0-3-8, 10=-44/Mechanical Max Horz 10=-14(LC 15) Max Uplift 6=-49(LC 11), 9=-87(LC 11), 10=-134(LC 21) Max Grav 6=676(LC 34), 9=1589(LC 34), 10=94(LC 38) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-50/782, 3-4=-1044/84, 4-5=-934/57, 5-6=-635/64 BOT CHORD 7-9=-65/467 WEBS 2-9=-1027/114, 3-9=-1443/164, 3-7=-17/704, 4-7=-637/96, 5-7=-47/866 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 2-3-8, Interior(1) 2-3-8 to 15-9-12 zone; cantilever 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; Pf=40.0 psf (flat roof snow); 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) All plates are MT20 plates unless otherwise indicated. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 10=134. 11) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 9. This connection is for uplift only and does not consider lateral forces. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss T1 Truss Type Common Qty 2 Ply 1 WF57 Job Reference (optional) I38442980 8.320 s Aug 28 2019 MiTek Industries, Inc. Mon Sep 9 14:24:02 2019 Page 1 Timberland Lumber Company, Brazil, IN 47834 ID:yDBXDuOCJoCXXntvGREJ0CygWBX-dVFwSj6pOVMvWmOPXzwIu28zurs_NGrh6p3nhGyfKwh Scale = 1:70.9 1 2 3 4 5 6 7 8 13 11 10 9 17 18 19 20 21 22 23 12 3x4 3x4 4x4 3x4 3x4 3x10 4x4 3x6 2x4 4x6 3x4 6-1-156-1-15 6-2-00-0-1 9-8-83-6-8 14-10-25-1-10 20-8-05-9-14 5-0-0 5-0-0 9-8-8 4-8-8 14-10-2 5-1-10 20-8-0 5-9-14 1-3-410-11-120-4-1512.00 12 Plate Offsets (X,Y)-- [7:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.31 0.23 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.10 -0.00 (loc) 12-13 12-13 13 l/defl >999 >777 n/a L/d 240 180 n/a PLATES MT20 Weight: 100 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. WEBS 1 Row at midpt 4-11 REACTIONS.All bearings 14-1-5 except (jt=length) 13=0-3-8, 12=0-3-8. (lb) - Max Horz 11=-206(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 9, 13, 7 except 11=-140(LC 14) Max Grav All reactions 250 lb or less at joint(s) 12 except 11=523(LC 1), 9=352(LC 22), 13=366(LC 21), 7=305(LC 22), 7=301(LC 1) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-11=-262/214 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 9-8-8, Exterior(2) 9-8-8 to 12-8-8, Interior(1) 12-8-8 to 20-6-6 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 13, 7, 7 except (jt=lb) 11=140. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss U1 Truss Type Common Qty 3 Ply 1 WF57 Job Reference (optional) I38442981 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:42 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-TmU4laJF8nWbeXnpE7L8kihO8NzPG4gmN5cMTgyg5hx Scale = 1:65.8 1 2 3 4 5 7 6 11 12 13 14 15 16 17 4x6 5x8 2x4 5x6 4x4 2x4 3x4 7-6-77-6-7 15-4-07-9-9 5-10-4 5-10-4 11-8-2 5-9-14 15-4-0 3-7-14 0-7-1210-4-87-3-1510.00 12 Plate Offsets (X,Y)-- [1:0-0-2,0-0-3], [1:0-0-5,0-3-3], [7:0-4-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MS 0.37 0.56 0.29 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.33 0.01 (loc) 6-7 6-7 1 l/defl >912 >554 n/a L/d 240 180 n/a PLATES MT20 Weight: 79 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-6 REACTIONS.(lb/size)1=608/0-3-8, 6=608/0-3-8 Max Horz 1=244(LC 14) Max Uplift 6=-106(LC 14) Max Grav 1=608(LC 1), 6=688(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-690/26, 2-4=-615/122 BOT CHORD 1-7=-168/535 WEBS 2-7=-338/231, 4-7=-139/632, 4-6=-525/133 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 11-8-2, Exterior(2) 11-8-2 to 14-8-2, Interior(1) 14-8-2 to 15-2-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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, with BCDL = 10.0psf. 6) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 7) One H2.5A Simpson Strong-Tie connectors recommended to connect truss to bearing walls due to UPLIFT at jt(s) 6. This connection is for uplift only and does not consider lateral forces. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V01 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442982 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:42 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-TmU4laJF8nWbeXnpE7L8kihRDN4TG7jmN5cMTgyg5hx Scale = 1:44.7 1 2 3 4 7 6 5 8 9 102x4 4x4 2x4 2x4 2x4 2x4 2x4 0-0-40-0-4 7-10-07-9-12 6-8-4 6-8-4 7-10-0 1-1-12 0-0-46-8-45-6-812.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.18 0.10 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 36 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 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.All bearings 7-9-12. (lb) - Max Horz 1=174(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6 except 7=-174(LC 14) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=297(LC 23), 7=376(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-296/218 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 6-8-4, Exterior(2) 6-8-4 to 7-8-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6 except (jt=lb) 7=174. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V02 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442983 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:43 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-xy2SywJuv5eRFhM?oqsNHvEZunPz?aOvblLw?6yg5hw Scale = 1:33.7 1 2 3 5 4 6 7 8 2x4 4x4 2x4 2x4 2x4 0-0-40-0-4 6-2-06-1-12 5-0-4 5-0-4 6-2-0 1-1-12 0-0-45-0-43-10-812.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.37 0.15 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=177/6-1-12, 4=-6/6-1-12, 5=282/6-1-12 Max Horz 1=124(LC 14) Max Uplift 4=-61(LC 5), 5=-33(LC 14) Max Grav 1=177(LC 1), 5=298(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-0-4, Exterior(2) 5-0-4 to 6-0-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V03 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442984 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:43 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-xy2SywJuv5eRFhM?oqsNHvEcUnRQ?b6vblLw?6yg5hw Scale = 1:19.7 1 2 3 5 4 2x4 4x4 2x4 2x4 2x4 0-0-40-0-4 4-6-04-5-12 3-4-4 3-4-4 4-6-0 1-1-12 0-0-43-4-42-2-812.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.14 0.06 0.02 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 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 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=114/4-5-12, 4=22/4-5-12, 5=184/4-5-12 Max Horz 1=74(LC 14) Max Uplift 1=-3(LC 15), 4=-31(LC 15), 5=-19(LC 14) Max Grav 1=114(LC 1), 4=26(LC 24), 5=194(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4, 5. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V04 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442985 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:44 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-P8cqAGKWgOmItrxBLYNcq7mp4BnMk2b3qP5TXYyg5hv Scale = 1:11.3 1 2 3 4 2x4 4x4 2x4 4x6 0-0-40-0-4 2-10-02-9-12 1-8-4 1-8-4 2-10-0 1-1-12 0-0-41-8-40-6-812.00 12 Plate Offsets (X,Y)-- [3:0-0-15,0-0-15], [3:0-4-4,0-1-15] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.02 0.01 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 WEDGE Right: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-10-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=63/2-9-12, 4=78/2-9-12, 3=57/2-9-12 Max Horz 1=26(LC 13) Max Uplift 1=-11(LC 15), 3=-11(LC 15) Max Grav 1=63(LC 1), 4=78(LC 5), 3=57(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 (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V05 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442986 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:45 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-tLACNcL8Riu9V_WOvFurMKJxBb6DTVTC33q03_yg5hu Scale = 1:26.1 1 2 3 4 5 6 7 8 2x4 4x4 2x4 2x4 0-0-40-0-4 7-7-37-6-15 3-9-10 3-9-10 7-7-3 3-9-9 0-0-43-9-100-0-412.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.19 0.10 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 23 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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.(lb/size)1=165/7-6-11, 3=165/7-6-11, 4=222/7-6-11 Max Horz 1=67(LC 11) Max Uplift 1=-31(LC 15), 3=-31(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 3-9-10, Exterior(2) 3-9-10 to 6-9-10, Interior(1) 6-9-10 to 7-2-15 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V06 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442987 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:45 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-tLACNcL8Riu9V_WOvFurMKJ_Ub7NTVoC33q03_yg5hu Scale = 1:13.5 1 2 3 4 2x4 4x4 2x4 2x4 4-3-34-3-3 2-1-10 2-1-10 4-3-3 2-1-9 0-0-42-1-100-0-412.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.05 0.03 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-3-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=85/4-3-3, 3=85/4-3-3, 4=115/4-3-3 Max Horz 1=-34(LC 10) Max Uplift 1=-16(LC 15), 3=-16(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V07 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442988 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:46 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-LXkaayMmC000684aTzP4vYr6j?SECyXMHjaacRyg5ht Scale = 1:37.7 1 2 3 5 4 6 7 2x4 2x4 2x4 2x4 2x4 6-1-2 6-1-2 6-1-20-0-412.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.21 0.12 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=134/6-0-14, 3=-33/6-0-14, 4=347/6-0-14 Max Horz 5=-169(LC 15) Max Uplift 5=-67(LC 15), 3=-87(LC 13), 4=-173(LC 15) Max Grav 5=145(LC 24), 3=185(LC 15), 4=374(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-271/246 WEBS 2-4=-311/241 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 4-3-8, Interior(1) 4-3-8 to 5-8-14 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3 except (jt=lb) 4=173. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V08 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442989 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:46 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-LXkaayMmC000684aTzP4vYr5y?RdCyBMHjaacRyg5ht Scale = 1:25.21 2 3 4 5 2x4 2x4 2x4 4-5-2 4-5-2 4-5-20-0-412.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.26 0.15 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 4-5-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=157/4-4-14, 2=157/4-4-14 Max Horz 3=-119(LC 15) Max Uplift 3=-79(LC 15) Max Grav 3=170(LC 24), 2=157(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V09 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442990 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:47 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-pjIzoINOzJ8tkIfm1gwJRlOJVOpYxPRVWNJ78tyg5hs Scale = 1:16.81 2 3 2x4 2x4 2x4 2-9-2 2-9-2 2-9-20-0-412.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.08 0.05 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 2 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-9-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)3=90/2-8-14, 2=90/2-8-14 Max Horz 3=-68(LC 15) Max Uplift 3=-45(LC 15) Max Grav 3=98(LC 24), 2=90(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 (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V10 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442991 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:48 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-IwrL?dN0jdGkMSEzaORY_zxRRo6Agpufl13hgJyg5hr Scale: 1/4"=1' 1 2 3 4 7 6 5 8 9 10 11 12 3x4 4x4 2x4 2x4 2x4 2x4 2x4 0-0-50-0-5 12-9-912-9-4 9-1-10 9-1-10 12-9-9 3-7-15 0-0-47-7-64-6-1210.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.26 0.15 0.18 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 50 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 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.All bearings 12-9-4. (lb) - Max Horz 1=170(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 7=-168(LC 14) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 6=395(LC 23), 7=498(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-329/217 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 9-1-10, Exterior(2) 9-1-10 to 12-1-10, Interior(1) 12-1-10 to 12-7-13 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 7=168. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V11 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442992 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:48 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-IwrL?dN0jdGkMSEzaORY_zxQVo66gqKfl13hgJyg5hr Scale = 1:22.6 1 2 3 4 5 8 7 6 9 10 11 4x4 4x6 4x6 2x4 2x4 2x4 2x4 0-0-50-0-5 10-4-1210-4-7 4-6-2 4-6-2 8-11-9 4-5-6 10-4-12 1-5-3 0-0-43-9-22-6-123-9-210.00 12 Plate Offsets (X,Y)-- [2:0-0-0,0-1-12], [2:0-4-4,0-2-0], [3:0-1-12,0-0-0], [4:0-4-4,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.38 0.15 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 35 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 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 6-0-0 oc bracing. REACTIONS.All bearings 10-4-7. (lb) - Max Horz 1=86(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 6, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6 except 1=253(LC 32), 7=381(LC 31), 8=476(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-7=-319/70, 3-8=-376/146 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-13 to 3-4-13, Interior(1) 3-4-13 to 4-6-2, Exterior(2) 4-6-2 to 10-3-0 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 7, 8. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V12 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442993 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:49 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-m6PjDzOeUxObzcp985znXATg1CUePIxo_hoECmyg5hq Scale = 1:8.9 1 2 3 2x4 2x4 2x4 1-5-5 1-5-5 0-0-41-2-710.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.01 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 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 1-5-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=36/1-5-0, 3=36/1-5-0 Max Horz 1=23(LC 14) Max Uplift 3=-14(LC 14) Max Grav 1=36(LC 1), 3=37(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V13 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442994 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:50 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-EIz5QJPHFEXSbmOLipU03O0pFcpK8lAxCLYnlCyg5hp Scale = 1:19.0 1 2 3 2x4 2x4 2x4 3-10-2 3-10-2 0-0-43-2-710.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.17 0.11 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 20% GRIP 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 3-10-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=132/3-9-13, 3=132/3-9-13 Max Horz 1=83(LC 14) Max Uplift 3=-51(LC 14) Max Grav 1=132(LC 1), 3=138(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V14 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442995 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:50 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-EIz5QJPHFEXSbmOLipU03O0rtcqm8lAxCLYnlCyg5hp Scale = 1:6.9 1 2 3 2x4 3x4 2x4 1-11-121-11-12 2-0-10-0-5 1-0-1 1-0-1 2-0-1 1-0-0 0-0-40-10-00-0-410.00 12 Plate Offsets (X,Y)-- [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.00 0.01 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 4 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 2-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=48/1-11-7, 3=48/1-11-7 Max Horz 1=10(LC 11) Max Uplift 1=-3(LC 14), 3=-3(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V15 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442996 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:51 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-iUXTefQv0YfJDvzYGW?FcbZzU080t9A5R?HLHeyg5ho Scale = 1:65.9 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 17 18 19 20 4x4 3x4 5x6 2x4 5x6 2x4 2x4 2x4 5x6 2x4 2x4 3x4 0-0-40-0-4 21-8-1421-8-10 10-10-7 10-10-7 21-8-14 10-10-7 0-0-410-10-70-0-412.00 12 Plate Offsets (X,Y)-- [3:0-3-0,0-3-0], [5:0-3-0,0-3-0], [10:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.21 0.14 0.21 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 90 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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. WEBS 1 Row at midpt 4-10 REACTIONS.All bearings 21-8-6. (lb) - Max Horz 1=-204(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 11=-175(LC 14), 12=-134(LC 14), 9=-175(LC 15), 8=-134(LC 15) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=383(LC 26), 11=489(LC 23), 12=323(LC 23), 9=488(LC 24), 8=323(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-287/225, 5-9=-287/224 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 10-10-7, Exterior(2) 10-10-7 to 13-10-7, Interior(1) 13-10-7 to 21-4-10 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 11=175, 12=134, 9=175, 8=134. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V16 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442997 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:52 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-Ah5sr?QXnsnAq3YkpDWU8p56BPUwcdVEgf1up4yg5hn Scale = 1:58.0 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 5x6 2x4 2x4 2x4 2x4 0-0-40-0-4 18-4-1418-4-10 9-2-7 9-2-7 18-4-14 9-2-7 0-0-49-2-70-0-412.00 12 Plate Offsets (X,Y)-- [4:0-0-0,0-0-0], [7:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.27 0.16 0.14 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 70 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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. WEBS 1 Row at midpt 3-7 REACTIONS.All bearings 18-4-6. (lb) - Max Horz 1=-171(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-220(LC 14), 6=-220(LC 15) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=354(LC 26), 8=521(LC 23), 6=521(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-351/269, 4-6=-351/269 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 9-2-7, Exterior(2) 9-2-7 to 12-2-7, Interior(1) 12-2-7 to 18-0-10 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=220, 6=220. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V17 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442998 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:53 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-etfE3LR9Y9v1SD7wNx1jh0eJdpqFL5xOuJmSLXyg5hm Scale: 1/4"=1' 1 2 3 4 5 8 7 6 9 10 11 12 13 143x4 4x4 3x4 5x6 2x4 2x4 2x4 2x4 0-0-40-0-4 15-0-1415-0-10 7-6-7 7-6-7 15-0-14 7-6-7 0-0-47-6-70-0-412.00 12 Plate Offsets (X,Y)-- [4:0-0-0,0-0-0], [7:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.15 0.13 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 55 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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.All bearings 15-0-6. (lb) - Max Horz 1=-139(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-176(LC 14), 6=-176(LC 15) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=356(LC 26), 8=404(LC 23), 6=404(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-282/218, 4-6=-282/218 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-6-7, Interior(1) 3-6-7 to 7-6-7, Exterior(2) 7-6-7 to 10-6-7, Interior(1) 10-6-7 to 14-8-10 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=176, 6=176. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V18 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38442999 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:54 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-63DcGhSnJT1u4Ni6xeYyDEBUaDBH4Y?X7zW?uzyg5hl Scale = 1:37.8 1 2 3 4 5 8 7 6 9 10 11 12 13 14 3x4 4x4 3x4 2x4 2x4 2x4 2x4 2x4 0-0-40-0-4 11-8-1411-8-10 5-10-7 5-10-7 11-8-14 5-10-7 0-0-45-10-70-0-412.00 12 Plate Offsets (X,Y)-- [4:0-0-0,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.15 0.10 0.08 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 40 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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.All bearings 11-8-6. (lb) - Max Horz 1=107(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-157(LC 14), 6=-157(LC 15) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=316(LC 23), 6=316(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-258/202, 4-6=-258/201 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 5-10-7, Exterior(2) 5-10-7 to 8-10-7, Interior(1) 8-10-7 to 11-4-10 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=157, 6=157. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V19 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443000 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:54 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-63DcGhSnJT1u4Ni6xeYyDEBT6DBw4ZYX7zW?uzyg5hl Scale = 1:28.5 1 2 3 4 5 6 7 8 9 10 2x4 4x4 2x4 2x4 0-0-40-0-4 8-4-148-4-10 4-2-7 4-2-7 8-4-14 4-2-7 0-0-44-2-70-0-412.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.25 0.13 0.04 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 26 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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.(lb/size)1=184/8-4-6, 3=184/8-4-6, 4=248/8-4-6 Max Horz 1=-75(LC 10) Max Uplift 1=-34(LC 15), 3=-34(LC 15) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 4-2-7, Exterior(2) 4-2-7 to 7-2-7, Interior(1) 7-2-7 to 8-0-10 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V20 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443001 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:55 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-aGn_T1TP4n9lhXGJVM4BmRjhrdXOp0DhMdFYQPyg5hk Scale = 1:13.7 1 2 3 4 5 6 2x4 3x4 3x4 2x4 2x4 2x4 0-0-40-0-4 5-0-145-0-10 1-11-6 1-11-6 3-1-8 1-2-3 5-0-14 1-11-6 0-0-41-11-60-0-41-11-612.00 12 Plate Offsets (X,Y)-- [2:0-1-8,Edge], [4:0-1-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.05 0.05 0.01 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins, except 2-0-0 oc purlins: 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=111/5-0-6, 5=111/5-0-6, 6=128/5-0-6 Max Horz 1=-32(LC 10) Max Uplift 1=-17(LC 14), 5=-19(LC 15) Max Grav 1=184(LC 32), 5=184(LC 32), 6=160(LC 31) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) 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) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V21 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443002 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:56 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-3SKMhNT1r4HbJhrV23bQJfGmU1rlYQ7qbH?6ysyg5hj Scale = 1:50.3 1 2 3 4 7 6 5 8 3x6 4x4 2x4 2x4 2x4 2x4 8-9-08-9-0 7-6-0 7-6-0 8-9-0 1-3-0 0-8-158-2-1512.00 12 Plate Offsets (X,Y)-- [1:0-1-12,0-1-12], [3:0-1-8,Edge], [7:0-0-0,0-1-12] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-R 0.44 0.17 0.23 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 38 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5 REACTIONS.(lb/size)7=136/8-9-0, 5=136/8-9-0, 6=405/8-9-0 Max Horz 7=224(LC 14) Max Uplift 5=-22(LC 14), 6=-237(LC 14) Max Grav 7=272(LC 37), 5=203(LC 30), 6=730(LC 33) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-260/239 WEBS 2-6=-574/271 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-1-12 to 3-1-12, Interior(1) 3-1-12 to 7-6-0, Exterior(2) 7-6-0 to 8-7-4 zone; cantilever 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; Pf=20.0 psf (flat roof snow); 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) 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, with BCDL = 10.0psf. 8) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5 except (jt=lb) 6=237. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V22 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443003 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:56 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-3SKMhNT1r4HbJhrV23bQJfGpE1ryYSdqbH?6ysyg5hj Scale = 1:46.2 1 2 3 5 4 6 7 82x4 2x4 2x4 2x4 2x4 7-9-15 7-9-15 0-0-47-9-1512.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.20 0.15 0.07 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=100/7-9-11, 4=119/7-9-11, 5=367/7-9-11 Max Horz 1=222(LC 14) Max Uplift 1=-2(LC 12), 4=-60(LC 14), 5=-183(LC 14) Max Grav 1=171(LC 14), 4=179(LC 23), 5=458(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-269/249 WEBS 2-5=-324/239 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 7-8-3 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 4 except (jt=lb) 5=183. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V23 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443004 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:57 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-XeukuiUgcOPSxqQhcn6frsp_qQBJHsrzpxkfUIyg5hi Scale = 1:94.0 1 2 3 4 5 6 11 10 9 8 7 12 13 14 3x4 3x4 2x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 11-2-110-0-4 0-0-4 15-10-7 15-10-3 15-10-7 15-10-7 0-0-415-10-712.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.21 0.15 0.26 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 95 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-8 2 Rows at 1/3 pts 6-7 REACTIONS.All bearings 15-10-3. (lb) - Max Horz 1=462(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 7, 1 except 8=-166(LC 14), 10=-158(LC 14), 11=-169(LC 14) Max Grav All reactions 250 lb or less at joint(s) 7 except 1=407(LC 14), 8=488(LC 23), 10=464(LC 23), 11=413(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-597/494, 2-3=-427/354, 3-5=-258/222 WEBS 5-8=-308/219, 3-10=-267/206, 2-11=-278/211 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 15-7-11 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 1 except (jt=lb) 8=166, 10=158, 11=169. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V24 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443005 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:58 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-?rS762VINiXJY_?uAUduO4L9mqXL0Ld72bUC1kyg5hh Scale = 1:84.6 1 2 3 4 5 6 11 10 9 8 7 12 13 3x4 3x4 2x4 3x4 3x4 2x4 2x4 2x4 2x4 2x4 2x4 10-0-814-2-7 14-2-7 14-2-7 14-2-7 0-0-414-2-712.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.20 0.16 0.16 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 82 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7, 5-8 REACTIONS.All bearings 14-2-7. (lb) - Max Horz 1=412(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-124(LC 12), 8=-165(LC 14), 10=-164(LC 14), 11=-136(LC 14) Max Grav All reactions 250 lb or less at joint(s) 7 except 1=395(LC 14), 8=493(LC 23), 10=411(LC 23), 11=283(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-566/469, 2-3=-431/362, 3-5=-257/221 WEBS 5-8=-292/217, 3-10=-279/213 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 13-11-11 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1=124, 8=165, 10=164, 11=136. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V25 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443006 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:59 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-T10VJOWw8?fAA8a4kC87wHuKMEtVlp_GHFDmZAyg5hg Scale = 1:70.5 1 2 3 4 5 8 7 6 9 10 11 3x4 2x4 2x4 3x4 2x4 2x4 2x4 2x4 0-0-40-0-4 12-6-712-6-3 12-6-7 12-6-7 0-0-412-6-712.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.21 0.16 0.09 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 61 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6, 4-7 REACTIONS.All bearings 12-6-3. (lb) - Max Horz 1=364(LC 14) Max Uplift All uplift 100 lb or less at joint(s) 6, 1 except 7=-165(LC 14), 8=-185(LC 14) Max Grav All reactions 250 lb or less at joint(s) 6 except 1=296(LC 14), 7=497(LC 23), 8=452(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-445/384, 2-4=-260/225 WEBS 4-7=-288/219, 2-8=-305/228 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-4-4 to 3-4-4, Interior(1) 3-4-4 to 12-4-11 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 1 except (jt=lb) 7=165, 8=185. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V26 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443007 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:54:59 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-T10VJOWw8?fAA8a4kC87wHuK5EtMljCGHFDmZAyg5hg Scale: 1/8"=1' 1 2 3 6 5 4 7 8 9 10 6x8 2x4 2x4 2x4 2x4 3x6 11-2-118-3-88-3-8 7-6-1515-10-712.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.23 0.17 0.46 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 90 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 *Except* 2-6: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4, 2-5, 2-6 REACTIONS.(lb/size)6=125/8-3-8, 4=111/8-3-8, 5=391/8-3-8 Max Horz 6=237(LC 14) Max Uplift 6=-145(LC 12), 4=-57(LC 14), 5=-628(LC 14) Max Grav 6=607(LC 14), 4=163(LC 23), 5=672(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-705/686, 2-6=-712/595 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-0-12 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 6=145, 5=628. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V27 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443008 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:55:00 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-xDatXkXYvJn1oI9GHvfMTVRVqeDgUDuQWvzJ5dyg5hf Scale = 1:85.1 1 2 3 6 5 4 7 8 9 103x6 2x4 2x4 2x4 2x4 3x6 10-0-88-3-88-3-8 5-10-1514-2-712.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.23 0.17 0.31 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 80 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x6 SPF No.2 *Except* 2-6: 2x4 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4, 2-5, 2-6 REACTIONS.(lb/size)6=125/8-3-8, 4=111/8-3-8, 5=391/8-3-8 Max Horz 6=237(LC 14) Max Uplift 6=-110(LC 12), 4=-56(LC 14), 5=-531(LC 14) Max Grav 6=511(LC 14), 4=164(LC 23), 5=642(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-625/590, 2-6=-621/519 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-0-12 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 6=110, 5=531. September 9,2019 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 Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 19-4547A Truss V28 Truss Type VALLEY Qty 1 Ply 1 WF57 Job Reference (optional) I38443009 8.320 s Aug 28 2019 MiTek Industries, Inc. Sat Sep 7 06:55:00 2019 Page 1 Timberland Home Center, Brazil, IN - 47834, ID:yDBXDuOCJoCXXntvGREJ0CygWBX-xDatXkXYvJn1oI9GHvfMTVRVleDvUEdQWvzJ5dyg5hf Scale = 1:73.7 1 2 3 6 5 4 7 8 9 3x6 2x4 2x4 2x4 2x4 3x6 8-3-8 8-3-8 4-2-1512-6-712.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-P 0.24 0.15 0.19 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 63 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 1-6: 2x6 SPF No.2 OTHERS 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-4, 2-5, 2-6 REACTIONS.(lb/size)6=124/8-3-8, 4=114/8-3-8, 5=395/8-3-8 Max Horz 6=239(LC 14) Max Uplift 6=-78(LC 12), 4=-58(LC 14), 5=-440(LC 14) Max Grav 6=420(LC 14), 4=174(LC 23), 5=563(LC 23) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-550/499, 2-6=-538/450 NOTES- 1) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) 0-2-12 to 3-2-12, Interior(1) 3-2-12 to 8-1-12 zone; cantilever 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; Pf=20.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) All bearings are assumed to be SPF No.2 crushing capacity of 425 psi. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 4 except (jt=lb) 5=440. September 9,2019 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.Failure to Follow Could Cause PropertyDamage or Personal Injury (Drawings not to scale)© 2012 MiTek® All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015edge 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 Truss Connector Total ListManuf Product QtyHCP2 5HGUS28-2 4HUS26 11HUS28 1LGT2 1LGT3-SDS2.5 1LGT4-SDS3 2LU24 79LU26 17LUS28 3One H2.5A 219THGQ3 1THJA26 5TJC37 26Two H2.5A 8HTHGQ3* 1LU26* 1ATTICACCESSATTICACCESSHGUS48HGUS48HGUS48HGUS48HGUS48HGUS4814-03-08 14-05-00 7-06-0022-00-0021-09-0819-10-0020-00-0024-08-005-04-00 10-00-005-03-0016-06-0023-04-0020-11-0014-00-0019-00-009-00-0016-03-0015-04-008-00-0042-08-0013-10-00G1G2G3G4H01H02H03H04G5G6A1A2G7G8H05H06B1C1G9D2D3D1D4E1E2E3F1F2F3F4F5F6G10B2B3B4G11H07L1G12G12G13H08H09G14G15Q1Q3R1G16S1G25G25G26G26G17H11H12G18H13H14G19H15G19H15G20J06G20J06G21H16H17G17H18H19J10J11J12J10J11J10J11J10J11J12J13J14J13J14J13J14J13J14J16J17J18J18 J19 J20 H20G22G23G24G27J22J23J22J23H21V01V02V03V04V05V06V07V08V09V10V11V12V13V14V15V16V17V18V19V20V21V22V23V24V25V26V27V28P01P02P04P05P06P07P07P08P09P10P11P12P13P14P15P16P17P18P20LGT3-SDS2.5LGT4-SDS3LGT4-SDS3Two H2.5ATwo H2.5AHGUS28-2HGUS28-2HGUS28-2HUS26HUS28LU26LU26LGT2HGUS28-2Two H2.5AHUS26Two H2.5ATwo H2.5AHUS26HUS26Two H2.5ATwo H2.5AHUS26LU26LUS28LUS28THJA26HCP2THJA26HCP2THJA26HCP2THJA26HCP2LU26LU26TJC37TJC37TJC37TJC37TJC37T JC 37 T JC 37 T JC 37 THGQ3Two H2.5ALUS28HUS26THJA26HCP2LU24LU26LU26LU26HUS26HUS26LU24LU26LU24LU24LU24LU24LU24LU24LU24LU24LU24LU24LU24LU24LU24TJC37TJC37TJC37TJC37LU24TJC37TJC37TJC37LU24LU26TJC37TJC37LU24J01(2)C2(2)K1(3) K2(2) H07(2)L2(2)N1(2)U1(3)Q2(3)R2(3) R3(5) R4(2)H10(3)M01(5)J02(3)J26(3)J04(2)J05(5)J07(2)J08(2)J03(15)J08(2)J09(2)J15(5)T1(2)J21(4)J24(2)J25(3)P03(2)P03(2)P19(6)2-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-001-06-082-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-002-00-008-08Floor Area: 0Roof Area: 6368.74Hip Lines: 298.6Horizontal OH: 461.21Rake OH: 137.14Valley Lines: 231.06Ridge Lines: 129.96THIS IS A TRUSS PLACEMENT DIAGRAM ONLY.These trusses are designed as individual buildingcomponents to be incorporated into the building design at the specification of the building designer. Seeindividual design sheets for each truss design identified on the placement drawing. The building designer isresponsible for temporary and permanent bracing of the roofand floor system and for the overall structure.The design of the truss support structure including headers, beams, walls, and columns is the responsibility ofthe building designer. For general guidance regarding bracing, consult "Bracing of Wood Trusses" availablefrom the Truss Plate Institute, 583 D'Onifrio Drive; Madison, WI 53179.2702 North Tibbs AvenueIndianapolis, Indiana 46222SHOP DRAWING APPROVALTHIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES ANDVOIDS ALL PREVIOUS ARCHITECTURAL OROTHER TRUSS LAYOUTS. REVIEW AND APPROVAL OF THIS LAYOUT MUSTBE RECEIVED BEFORE ANY TRUSSES WILLBE BUILT. VERIFY ALL CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU.REVIEWED BY:__________________________ APPROVED BY:______________________________ DATE:___________ROOF TRUSS FRAMING PLANDesigner:Order #:Lot #:09/06/2019Subdivision:Date:Client:Model:Job Name:Roof Framing PlanWF57Sales Rep: