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HomeMy WebLinkAboutSTAMPED TRUSSRe: IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(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. Any project specific information included is for MiTek's customer's file reference purpose only, and was not taken into account in the preparation of these designs. MiTek 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 the design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by 84 Components - 0783. Galinski, John Vanderburgh Pages or sheets covered by this seal: I26964710 thru I26964730 My license renewal date for the state of Indiana is July 31, 2016. 1600048 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 MiTek USA, Inc. June 9,2016 Job 1600048 Truss G01 Truss Type COMMON GIRDER Qty 1 Ply 3 Vanderburgh Job Reference (optional) I26964710 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:18 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-P8sKn1Bx6hMWatVH_hIWHoHUW4s65qAsjUEDUpz82CF Scale = 1:71.1 1 2 3 4 5 6 7 8 15 14 13 12 11 10 919202122232425262728 3x5 4x8 6x6 8x8 8x8 3x6 3x6 8x8 4x8 10x12 3x6 4x6 3x5 8x8 5x9 4-3-10 4-3-10 8-6-14 4-3-4 12-10-2 4-3-4 16-5-12 3-7-10 20-1-6 3-7-10 24-0-8 3-11-2 4-3-10 4-3-10 8-6-14 4-3-4 12-10-2 4-3-4 16-5-12 3-7-10 20-1-6 3-7-10 24-0-8 3-11-2 0- 9 - 1 2 11 - 6 - 3 2- 2 - 4 10.00 12 Plate Offsets (X,Y)-- [1:0-0-0,0-3-7], [8:0-2-4,0-3-0], [9:Edge,0-2-8], [10:0-3-8,0-4-8], [12:0-6-0,0-6-0], [14:0-3-8,0-5-12], [15:0-4-4,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.52 0.63 0.96 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.25 0.04 (loc) 14-15 14-15 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 564 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP No.1 WEBS 2x4 SPF Stud *Except* 5-12: 2x4 SPF No.2, 8-9: 2x6 SPF 1650F 1.5E WEDGE Left: 2x6 SP 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=10023/0-3-8 (req. 0-5-4), 9=9854/0-3-8 (req. 0-5-2) Max Horz 1=230(LC 9) Max Uplift 1=-742(LC 10), 9=-722(LC 11) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-11734/882, 2-4=-9625/774, 4-5=-7137/654, 5-6=-7097/660, 6-7=-8252/693, 7-8=-8310/644, 8-9=-8424/634 BOT CHORD 1-15=-750/8911, 14-15=-750/8911, 12-14=-558/7356, 11-12=-417/6280, 10-11=-447/6320, 9-10=-50/386 WEBS 2-15=-171/2601, 2-14=-2119/260, 4-14=-358/4717, 4-12=-3890/432, 5-12=-755/8755, 6-12=-2094/292, 6-11=-207/2451, 8-10=-468/6662 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; 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 5) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) WARNING: Required bearing size at joint(s) 1, 9 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=742, 9=722. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss G01 Truss Type COMMON GIRDER Qty 1 Ply 3 Vanderburgh Job Reference (optional) I26964710 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:18 2016 Page 2 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-P8sKn1Bx6hMWatVH_hIWHoHUW4s65qAsjUEDUpz82CF NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1499 lb down and 121 lb up at 0-9-12, 1498 lb down and 122 lb up at 2-9-12, 1498 lb down and 122 lb up at 4-9-12, 1498 lb down and 122 lb up at 6-9-12, 1498 lb down and 122 lb up at 8-9-12, 1498 lb down and 122 lb up at 10-9-12, 1498 lb down and 122 lb up at 12-9-12, 1498 lb down and 122 lb up at 14-9-12, 1498 lb down and 122 lb up at 16-9-12, 1498 lb down and 122 lb up at 18-9-12, and 1498 lb down and 122 lb up at 20-9-12, and 1498 lb down and 122 lb up at 22-9-12 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: 1-5=-60, 5-8=-60, 9-16=-20 Concentrated Loads (lb) Vert: 14=-1498(B) 12=-1498(B) 19=-1499(B) 20=-1498(B) 21=-1498(B) 22=-1498(B) 23=-1498(B) 24=-1498(B) 25=-1498(B) 26=-1498(B) 27=-1498(B) 28=-1498(B) 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1600048 Truss M01 Truss Type Monopitch Supported Gable Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964711 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:18 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-P8sKn1Bx6hMWatVH_hIWHoHbB4?P525sjUEDUpz82CF Scale = 1:7.7 1 2 3 4 1.5x4 1.5x4 2.5x4 -1-0-0 1-0-0 2-0-0 2-0-0 0- 3 - 1 2 0- 1 1 - 1 2 4.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.09 0.03 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 90 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 Stud 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=58/2-0-0, 2=150/2-0-0 Max Horz 2=26(LC 13) Max Uplift 4=-5(LC 14), 2=-49(LC 10) Max Grav 4=58(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=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss M02 Truss Type Monopitch Qty 3 Ply 1 Vanderburgh Job Reference (optional) I26964712 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:19 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-tLPi?NCat?UNB14TXOplq0pmxULnqVL0y8zm0Fz82CE Scale = 1:7.7 1 2 3 4 1.5x4 1.5x4 2.5x4 2-0-0 2-0-0 -1-0-0 1-0-0 2-0-0 2-0-0 0- 3 - 1 2 0- 1 1 - 1 2 4.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.09 0.02 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.00 (loc) 7 7 4 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 Stud 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=58/Mechanical, 2=150/0-3-8 Max Horz 2=26(LC 13) Max Uplift 4=-5(LC 14), 2=-49(LC 10) Max Grav 4=58(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=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) 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, 2. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss M03 Truss Type Monopitch Qty 5 Ply 1 Vanderburgh Job Reference (optional) I26964713 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:20 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-LXz4CiDCeIcEpBff56K_NDMxhtgHZya9BojKZhz82CD Scale = 1:9.3 1 2 3 4 8 1.5x4 1.5x4 2.5x4 3-0-0 3-0-0 -1-0-0 1-0-0 3-0-0 3-0-0 0- 3 - 1 2 1- 3 - 1 2 4.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-MSH 0.09 0.07 0.00 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 7 4-7 2 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 Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)4=104/Mechanical, 2=185/0-3-8 Max Horz 2=37(LC 13) Max Uplift 4=-13(LC 14), 2=-50(LC 10) Max Grav 4=106(LC 21), 2=185(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=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) 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, 2. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss M04 Truss Type Monopitch Supported Gable Qty 2 Ply 1 Vanderburgh Job Reference (optional) I26964714 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:20 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-LXz4CiDCeIcEpBff56K_NDMxgthrZy89BojKZhz82CD Scale = 1:13.1 1 2 3 4 6 5 7 1.5x4 1.5x4 2.5x4 1.5x4 1.5x4 -1-0-0 1-0-0 4-0-0 4-0-0 0- 4 - 1 2 2- 0 - 1 2 5.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.09 0.03 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)5=59/4-0-0, 2=140/4-0-0, 6=169/4-0-0 Max Horz 2=60(LC 11) Max Uplift 5=-7(LC 11), 2=-26(LC 10), 6=-30(LC 14) Max Grav 5=63(LC 21), 2=162(LC 20), 6=173(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=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 2, 6. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss M05 Truss Type Monopitch Qty 5 Ply 1 Vanderburgh Job Reference (optional) I26964715 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:21 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-pjXSQ2DqPck5RLErfpsDvRv5OH0fIPqIPSSt58z82CC Scale = 1:13.1 1 2 3 4 8 1.5x4 1.5x4 2.5x4 4-0-0 4-0-0 -1-0-0 1-0-0 4-0-0 4-0-0 0- 4 - 1 2 2- 0 - 1 2 5.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.16 0.12 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: 13 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. REACTIONS.(lb/size)4=146/Mechanical, 2=222/0-3-8 Max Horz 2=60(LC 13) Max Uplift 4=-22(LC 14), 2=-33(LC 14) Max Grav 4=153(LC 21), 2=223(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=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) 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, 2. 9) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss T01 Truss Type Common Qty 10 Ply 1 Vanderburgh Job Reference (optional) I26964716 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:22 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-Iv5qdOES9wsy3Vp2DXNSSeR9ph7W1nBSe5CQdaz82CB Scale = 1:74.1 1 2 3 4 5 6 7 8 9 10 11 1213 18 17 16 15 14 27 28 29 30 3x6 6x6 3x6 4x8 3x5 3x6 4x8 3x5 3x5 1.5x4 3x5 3x5 1.5x4 4x8 3x5 4x6 9-7-10 9-7-10 18-11-12 9-4-2 28-3-14 9-4-2 37-11-8 9-7-10 -1-0-0 1-0-0 6-6-4 6-6-4 12-9-0 6-2-12 18-11-12 6-2-12 25-2-8 6-2-12 31-5-4 6-2-12 37-11-8 6-6-4 38-11-8 1-0-0 0- 7 - 1 2 11 - 8 - 1 0 0- 7 - 1 2 7.00 12 Plate Offsets (X,Y)-- [2:0-3-11,Edge], [12:0-3-11,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.63 0.98 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.65 0.14 (loc) 16-18 16-18 12 l/defl >999 >702 n/a L/d 240 180 n/a PLATES MT20 Weight: 164 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 7-16,8-16,6-16: 2x4 SPF No.2 SLIDER Left 2x4 SPF Stud 1-6-0, Right 2x4 SPF Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-16, 6-16 REACTIONS.(lb/size)2=1578/0-3-8, 12=1578/0-3-8 Max Horz 2=226(LC 13) Max Uplift 2=-120(LC 14), 12=-120(LC 15) Max Grav 2=1586(LC 24), 12=1586(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2438/287, 4-6=-2267/293, 6-7=-1636/290, 7-8=-1636/290, 8-10=-2266/293, 10-12=-2438/287 BOT CHORD 2-18=-225/2185, 16-18=-113/1832, 14-16=-57/1719, 12-14=-151/2016 WEBS 7-16=-164/1258, 8-16=-685/203, 8-14=-22/501, 10-14=-287/168, 6-16=-685/203, 6-18=-22/502, 4-18=-287/168 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=120, 12=120. 9) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss T01GE Truss Type GABLE Qty 2 Ply 1 Vanderburgh Job Reference (optional) I26964717 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:25 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-iUnzFQHKSrEWwyYdufw94H3oRuO2ECLuK3Q4Evz82C8 Scale = 1:74.2 1 2 34 5 6 78 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 3435 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 65 66 3x6 6x6 3x6 3x5 3x5 3x6 3x6 3x5 3x5 37-11-8 37-11-8 -1-0-0 1-0-0 18-11-12 18-11-12 37-11-8 18-11-12 38-11-8 1-0-0 0- 7 - 1 2 11 - 8 - 1 0 0- 7 - 1 2 7.00 12 Plate Offsets (X,Y)-- [2:0-2-7,0-1-5], [34:0-2-7,0-1-5] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.09 0.03 0.10 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.01 (loc) 35 35 34 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 282 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 18-50,17-51,16-52,15-54,19-49,20-48,21-46: 2x4 SPF No.2 SLIDER Left 2x4 SPF Stud 1-6-3, Right 2x4 SPF Stud 1-6-3 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 18-50, 17-51, 16-52, 15-54, 14-55, 19-49, 20-48, 21-46, 22-45 REACTIONS.All bearings 37-11-8. (lb) - Max Horz 2=-226(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 51, 52, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 48, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 34 Max Grav All reactions 250 lb or less at joint(s) 2, 50, 51, 52, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 49, 48, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 34 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 51, 52, 54, 55, 56, 57, 58, 59, 60, 61, 62, 63, 64, 48, 46, 45, 44, 43, 42, 41, 40, 39, 38, 37, 36, 34. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss T01SGE Truss Type GABLE Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964718 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:28 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-63S6uSJDlmd5nQGCZnUshvhEe6LXRWpK01flrEz82C5 Scale = 1:78.2 12 3 4 5 6 7 8 22 21 20 19 18 17 16 15 14 13 12 11 10 960 23 61 62 63 6x6 4x6 4x8 3x5 4x8 4x4 3x5 4x8 3x5 4x4 3x5 3x5 6x6 2.5x4 2.5x4 2.5x4 2.5x4 2.5x4 2.5x4 2.5x4 2.5x4 6-4-0 6-4-0 8-1-5 1-9-5 15-11-3 7-9-13 24-0-8 8-1-5 -1-0-0 1-0-0 6-6-13 6-6-13 12-10-2 6-3-5 18-3-9 5-5-7 24-0-8 5-8-15 0- 9 - 1 2 11 - 6 - 3 2- 2 - 4 10.00 12 Plate Offsets (X,Y)-- [2:0-4-11,0-0-4], [5:0-2-8,Edge], [6:0-4-0,0-0-12], [7:0-1-0,0-1-8], [15:0-1-0,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.35 0.30 0.30 DEFL. Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.09 0.02 (loc) 23-58 23-58 2 l/defl >999 >884 n/a L/d 240 180 n/a PLATES MT20 Weight: 236 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 4-15,6-15: 2x4 SPF No.2 OTHERS 2x4 SPF Stud *Except* 6-24: 2x4 SPF No.2 SLIDER Left 2x6 SPF 1650F 1.5E 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-15, 6-15, 7-9 REACTIONS.All bearings 17-8-8 except (jt=length) 2=0-3-8, 23=0-3-8. (lb) - Max Horz 2=243(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 21, 9 except 15=-187(LC 13), 22=-258(LC 20) Max Grav All reactions 250 lb or less at joint(s) 17, 18, 20, 22, 16, 14, 13, 12, 11, 10 except 2=529(LC 1), 21=263(LC 20), 15=556(LC 1), 9=326(LC 1), 23=364(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-451/146, 4-6=-269/144 BOT CHORD 2-23=-142/378, 22-23=-142/378, 21-22=-142/378, 20-21=-131/334, 18-20=-131/334, 17-18=-131/334, 16-17=-131/334, 15-16=-131/334 WEBS 4-15=-281/190, 7-15=-305/234 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 21, 9 except (jt=lb) 15=187, 22=258. Continued on page 2 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss T01SGE Truss Type GABLE Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964718 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:28 2016 Page 2 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-63S6uSJDlmd5nQGCZnUshvhEe6LXRWpK01flrEz82C5 NOTES- 11) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Job 1600048 Truss T02 Truss Type Common Qty 13 Ply 1 Vanderburgh Job Reference (optional) I26964719 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:29 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-aG0U5nKrW3lyOZrO7V?5E7EL1WW9AyvUFhOINgz82C4 Scale = 1:73.6 1 2 3 4 5 6 7 8 9 10 11 12 17 16 15 14 13 26 27 28 29 3x6 6x6 3x6 4x8 3x5 3x6 4x8 3x5 3x5 1.5x4 3x5 3x5 1.5x4 4x8 3x5 4x6 9-7-10 9-7-10 18-11-12 9-4-2 28-3-14 9-4-2 37-11-8 9-7-10 -1-0-0 1-0-0 6-6-4 6-6-4 12-9-0 6-2-12 18-11-12 6-2-12 25-2-8 6-2-12 31-5-4 6-2-12 37-11-8 6-6-4 0- 7 - 1 2 11 - 8 - 1 0 0- 7 - 1 2 7.00 12 Plate Offsets (X,Y)-- [2:0-3-11,Edge], [12:0-3-11,Edge] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.63 0.98 0.38 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.65 0.14 (loc) 15-17 15-17 12 l/defl >999 >702 n/a L/d 240 180 n/a PLATES MT20 Weight: 163 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud *Except* 7-15,8-15,6-15: 2x4 SPF No.2 SLIDER Left 2x4 SPF Stud 1-6-0, Right 2x4 SPF Stud 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 8-15, 6-15 REACTIONS.(lb/size)2=1579/0-3-8, 12=1518/Mechanical Max Horz 2=222(LC 11) Max Uplift 2=-120(LC 14), 12=-102(LC 15) Max Grav 2=1587(LC 24), 12=1530(LC 25) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2439/287, 4-6=-2268/294, 6-7=-1637/291, 7-8=-1637/291, 8-10=-2271/296, 10-12=-2443/290 BOT CHORD 2-17=-233/2181, 15-17=-121/1827, 13-15=-84/1715, 12-13=-180/2025 WEBS 7-15=-164/1259, 8-15=-687/204, 8-13=-24/506, 10-13=-291/169, 6-15=-679/203, 6-17=-22/502, 4-17=-287/168 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) 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) 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) 2=120, 12=102. 10) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss T02GE Truss Type GABLE Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964720 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:30 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-3SasI7KTHNtp0jQahCWKmKndYv5IvUadUL8rv6z82C3 Scale: 1/2"=1' 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x7 4x4 3x7 6-7-8 6-7-8 -1-0-0 1-0-0 3-3-12 3-3-12 6-7-8 3-3-12 7-7-8 1-0-0 0- 9 - 1 2 3- 6 - 1 4 0- 9 - 1 2 10.00 12 Plate Offsets (X,Y)-- [10:0-4-8,0-1-8], [16:0-4-8,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.13 0.02 0.03 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 9 9 10 l/defl n/r n/r n/a L/d 120 90 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 Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS.All bearings 6-7-8. (lb) - Max Horz 16=-86(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss T03 Truss Type Common Qty 2 Ply 1 Vanderburgh Job Reference (optional) I26964721 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:31 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-Xe8EWTL52h?get?mEw1ZJYJnyJHWeuVnj?tPSYz82C2 Scale = 1:55.9 1 2 3 4 5 6 7 8 9 4x8 4x4 5x9 4x4 1.5x4 1.5x4 4x8 4x4 9-11-8 9-11-8 19-11-0 9-11-8 5-1-8 5-1-8 9-11-8 4-10-0 14-9-8 4-10-0 19-11-0 5-1-8 20-11-0 1-0-0 0- 9 - 1 2 9- 1 - 5 0- 9 - 1 2 10.00 12 Plate Offsets (X,Y)-- [1:0-2-12,0-0-4], [7:0-4-7,0-0-4], [9:0-4-8,0-3-0] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-AS 0.22 0.67 0.24 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.33 0.02 (loc) 9-12 9-12 1 l/defl >999 >731 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud SLIDER Left 2x6 SPF 1650F 1.5E 1-6-0, Right 2x6 SPF 1650F 1.5E 1-6-0 BRACING- TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. REACTIONS.(lb/size)1=795/0-3-8, 7=858/0-3-8 Max Horz 1=-171(LC 8) Max Uplift 1=-40(LC 12), 7=-58(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-909/146, 3-4=-722/155, 4-5=-721/154, 5-7=-908/145 BOT CHORD 1-9=-86/682, 7-9=-9/645 WEBS 4-9=-83/556, 5-9=-258/167, 3-9=-262/168 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7. 8) This truss design requires that a minimum of 7/16” structural wood sheathing be applied directly to the top chord and ½” gypsum sheetrock be applied directly to the bottom chord. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss T03GE Truss Type GABLE Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964722 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:33 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-T1G_x9NMaIFOtB99MK31OzO8o76K6q74AJMWWRz82C0 Scale = 1:56.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 2120 3x7 4x4 3x7 3x5 19-11-0 19-11-0 -1-0-0 1-0-0 9-11-8 9-11-8 19-11-0 9-11-8 20-11-0 1-0-0 0- 9 - 1 2 9- 1 - 5 0- 9 - 1 2 10.00 12 Plate Offsets (X,Y)-- [20:0-4-8,0-1-8], [37:0-4-8,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.13 0.07 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.00 (loc) 19 19 20 l/defl n/r n/r n/a L/d 120 90 n/a PLATES MT20 Weight: 132 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 10-28 REACTIONS.All bearings 19-11-0. (lb) - Max Horz 37=-194(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 20, 29, 30, 31, 32, 34, 35, 27, 26, 25, 24, 23, 22 except 37=-163(LC 8), 36=-186(LC 12), 21=-162(LC 13) Max Grav All reactions 250 lb or less at joint(s) 20, 28, 29, 30, 31, 32, 34, 35, 36, 27, 26, 25, 24, 23, 22, 21 except 37=262(LC 21) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 29, 30, 31, 32, 34, 35, 27, 26, 25, 24, 23, 22 except (jt=lb) 37=163, 36=186, 21=162. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss V01 Truss Type Valley Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964723 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:34 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-xDpN8VN_LcNFVLkLw2aGxAxJ5XRSrEpDPz632tz82C? Scale = 1:60.1 1 2 3 4 5 6 7 13 12 11 10 9 814153x5 4x4 3x5 3x5 23-5-5 23-5-5 23-5-10 0-0-5 11-8-13 11-8-13 23-5-10 11-8-13 0- 0 - 4 9- 9 - 5 0- 0 - 4 10.00 12 Plate Offsets (X,Y)-- [12:0-1-12,0-1-8] LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 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 Stud *Except* 4-10: 2x4 SPF No.2 BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS.All bearings 23-5-0. (lb) - Max Horz 1=-183(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1 except 11=-135(LC 12), 13=-123(LC 12), 9=-135(LC 13), 8=-123(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=383(LC 22), 11=469(LC 19), 13=362(LC 19), 9=475(LC 20), 8=362(LC 24) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-275/185, 5-9=-274/184 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) All plates are 1.5x4 MT20 unless otherwise indicated. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 11=135, 13=123, 9=135, 8=123. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss V02 Truss Type Valley Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964724 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:35 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-PQNlMrOc6vV56UJYTl6VTOUUhwmNai5MddrcbKz82C_ Scale = 1:53.1 1 2 3 4 5 6 7 13 12 11 10 9 83x5 4x4 3x5 3x5 20-7-11 20-7-11 20-8-0 0-0-5 10-4-0 10-4-0 20-8-0 10-4-0 0- 0 - 4 8- 7 - 5 0- 0 - 4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.17 0.16 0.14 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: 76 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-10 REACTIONS.All bearings 20-7-6. (lb) - Max Horz 1=160(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 11=-140(LC 12), 13=-101(LC 12), 9=-139(LC 13), 8=-101(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 7 except 10=377(LC 22), 11=423(LC 19), 13=269(LC 19), 9=423(LC 20), 8=269(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-11=-282/189, 5-9=-282/189 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 4) All plates are 1.5x4 MT20 unless otherwise indicated. 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) 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=140, 13=101, 9=139, 8=101. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss V03 Truss Type Valley Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964725 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:35 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-PQNlMrOc6vV56UJYTl6VTOUTxwmWai?MddrcbKz82C_ Scale: 1/4"=1' 1 2 3 4 5 9 8 7 63x5 4x4 3x5 3x5 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-5 0-0-5 17-10-6 17-10-2 8-11-3 8-11-3 17-10-6 8-11-3 0- 0 - 4 7- 5 - 5 0- 0 - 4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.22 0.15 0.15 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: 62 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 17-9-13. (lb) - Max Horz 1=138(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 1 except 9=-163(LC 12), 6=-163(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=349(LC 22), 9=486(LC 19), 6=486(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-321/212, 4-6=-321/212 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 9=163, 6=163. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss V04 Truss Type Valley Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964726 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:36 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-tcx7ZBPEsDdyketk1Tdk0b0fgK6yJAoWsHbA6mz82Bz Scale = 1:39.0 1 2 3 4 5 8 7 69103x5 4x4 3x5 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 0-0-5 0-0-5 15-0-13 15-0-8 7-6-6 7-6-6 15-0-13 7-6-6 0- 0 - 4 6- 3 - 5 0- 0 - 4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.16 0.14 0.11 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 50 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 15-0-3. (lb) - Max Horz 1=-115(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 1 except 8=-136(LC 12), 6=-136(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=340(LC 19), 8=371(LC 19), 6=371(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-268/178, 4-6=-268/178 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1 except (jt=lb) 8=136, 6=136. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss V05 Truss Type Valley Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964727 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:37 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-LoVVmWQsdXlpMoSwbA8zZpZqYkTi2dcf5xKjeCz82By Scale: 3/8"=1' 1 2 3 4 5 8 7 63x5 4x4 3x5 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 12-2-14 12-2-14 12-3-3 0-0-5 6-1-10 6-1-10 12-3-3 6-1-10 0- 0 - 4 5- 1 - 5 0- 0 - 4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES 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: 39 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.All bearings 12-2-10. (lb) - Max Horz 1=-92(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-122(LC 12), 6=-122(LC 13) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=306(LC 19), 6=306(LC 20) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) 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=122, 6=122. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss V06 Truss Type Valley Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964728 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:37 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-LoVVmWQsdXlpMoSwbA8zZpZozkSq2etf5xKjeCz82By Scale = 1:25.9 1 2 3 42.5x4 4x4 2.5x4 1.5x4 9-5-5 9-5-5 9-5-10 0-0-5 4-8-13 4-8-13 9-5-10 4-8-13 0- 0 - 4 3- 1 1 - 5 0- 0 - 4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.31 0.16 0.06 DEFL. Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 27 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=201/9-5-0, 3=201/9-5-0, 4=291/9-5-0 Max Horz 1=70(LC 9) Max Uplift 1=-31(LC 12), 3=-40(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss V07 Truss Type Valley Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964729 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:38 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-q_3t_sRUOqtgzy179ufC506?W8pPn5apKb4GAez82Bx Scale = 1:19.3 1 2 3 4 2.5x4 4x4 2.5x4 1.5x4 0-0-5 0-0-5 6-8-0 6-7-11 3-4-0 3-4-0 6-8-0 3-4-0 0- 0 - 4 2- 9 - 5 0- 0 - 4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-S 0.13 0.07 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: 19 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=136/6-7-6, 3=136/6-7-6, 4=197/6-7-6 Max Horz 1=47(LC 9) Max Uplift 1=-21(LC 12), 3=-27(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 Job 1600048 Truss V08 Truss Type Valley Qty 1 Ply 1 Vanderburgh Job Reference (optional) I26964730 8.010 s Apr 20 2016 MiTek Industries, Inc. Thu Jun 09 10:21:39 2016 Page 1 84 Lumber0783, Franklin, Indiana ID:NOvIfMBOINZMhTBR6ZIcLDz83U?-IBdGBCR698?Xb6cJibAReEeCrYATWY3yYFpqj5z82Bw Scale = 1:10.8 1 2 3 4 2.5x4 4x4 2.5x4 1.5x4 0-0-5 0-0-5 3-10-6 3-10-2 1-11-3 1-11-3 3-10-6 1-11-3 0- 0 - 4 1- 7 - 5 0- 0 - 4 10.00 12 LOADING (psf) TCLL (roof) Snow (Pf) TCDL BCLL BCDL 20.0 20.0 10.0 0.0 * 10.0 SPACING- Plate Grip DOL Lumber DOL Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2012/TPI2007 CSI. TC BC WB Matrix-SH 0.03 0.02 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: 10 lb FT = 20% GRIP 197/144 LUMBER- TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud BRACING- TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS.(lb/size)1=71/3-9-13, 3=71/3-9-13, 4=103/3-9-13 Max Horz 1=-25(LC 8) Max Uplift 1=-11(LC 12), 3=-14(LC 13) FORCES.(lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3-second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL: ASCE 7-10; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. June 9,2016 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . M i n s i z e s h o w n i s f o r c r u s h i n g o n l y . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 1 0 / 0 3 / 2 0 1 5 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S T r u s s e s a r e d e s i g n e d f o r w i n d l o a d s i n t h e p l a n e o f t h e t r u s s u n l e s s o t h e r w i s e s h o w n . L u m b e r d e s i g n v a l u e s a r e i n a c c o r d a n c e w i t h A N S I / T P I 1 s e c t i o n 6 . 3 T h e s e t r u s s d e s i g n s r e l y o n l u m b e r v a l u e s e s t a b l i s h e d b y o t h e r s .