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HomeMy WebLinkAbout18040275 Mfg TrussesRe: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Timberland Home Center-Brazil, IN. Liu, Xuegang 3000 A CRAFTSMAN Pages or sheets covered by this seal: I23638601 thru I23638629 My license renewal date for the state of Indiana is July 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 1500052 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 MiTek USA, Inc. February 6,2015 Job 1500052 Truss A Truss Type DBL. FINK Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638601 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:24 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-FfdScSao6R0J?jmqF_5iC3rYFUEWwFtsjhyQyMznucH Scale = 1:74.1 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 17 18 6x6 3x6 3x6 5x6 3x6 3x4 2x4 3x4 3x4 3x4 3x4 3x4 2x4 6x6 3x6 7-5-3 7-5-3 15-7-8 8-2-5 22-4-8 6-9-0 30-6-13 8-2-5 38-0-0 7-5-3 -0-11-4 0-11-4 4-0-8 4-0-8 11-6-5 7-5-13 19-0-0 7-5-11 26-5-11 7-5-11 33-11-8 7-5-13 38-0-0 4-0-8 0-6-610-0-60-6-66.00 12 Plate Offsets (X,Y): [2:Edge,0-3-2], [10:Edge,0-3-2] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.92 0.71 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.46 0.16 (loc) 14 14-16 10 l/defl >999 >980 n/a L/d 240 180 n/a PLATES MT20 Weight: 158 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 6-14,6-13: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1574/0-3-8 (min. 0-2-8), 10=1507/0-3-8 (min. 0-2-6) Max Horz 2=13(LC 5) Max Uplift2=-237(LC 5), 10=-189(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2778/403, 3-5=-2579/361, 5-6=-2011/391, 6-7=-2012/391, 7-9=-2587/366, 9-10=-2789/412 BOT CHORD 2-16=-309/2387, 14-16=-182/2042, 13-14=-26/1473, 11-13=-184/2044, 10-11=-320/2399 WEBS 5-16=0/408, 5-14=-679/219, 6-14=-99/750, 6-13=-101/758, 7-13=-690/221, 7-11=0/411 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 2 and 189 lb uplift at joint 10. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss A1 Truss Type COMMON Qty 8 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638602 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:25 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-jrBqqobRtl9AdtL0ohcxkGOj?ubqfi90yLi_UoznucG Scale = 1:71.1 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 18 19 3x6 3x6 3x6 6x6 3x4 2x4 3x4 3x4 6x6 5x6 3x4 3x4 3x4 2x4 3x6 7-5-3 7-5-3 15-7-8 8-2-5 22-4-8 6-9-0 30-6-13 8-2-5 38-0-0 7-5-3 -0-11-4 0-11-4 4-0-8 4-0-8 11-6-5 7-5-13 19-0-0 7-5-11 26-5-11 7-5-11 33-11-8 7-5-13 38-0-0 4-0-8 38-11-4 0-11-4 0-6-610-0-60-6-66.00 12 Plate Offsets (X,Y): [2:Edge,0-3-2], [10:Edge,0-3-2] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.92 0.70 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.46 0.16 (loc) 14 12-14 10 l/defl >999 >981 n/a L/d 240 180 n/a PLATES MT20 Weight: 160 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 6-15,6-14: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)10=1573/0-3-8 (min. 0-2-7), 2=1573/0-3-8 (min. 0-2-7) Max Uplift10=-236(LC 5), 2=-236(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2776/402, 3-5=-2577/359, 5-6=-2009/389, 6-7=-2009/389, 7-9=-2577/359, 9-10=-2776/402 BOT CHORD 2-17=-294/2385, 15-17=-168/2040, 14-15=-11/1471, 12-14=-168/2040, 10-12=-294/2385 WEBS 5-17=0/408, 5-15=-687/219, 6-15=-99/757, 7-14=-687/219, 7-12=0/408, 6-14=-99/757 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 10 and 236 lb uplift at joint 2. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss A1G Truss Type GABLE Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638603 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:26 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-B1lC18c3e2H1F1wCMP7AHUxulIx3O9P9A?RX1EznucF Scale = 1:71.1 Sheet Back Right Option 0-11-4 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 23 24 3x6 3x6 3x6 6x6 3x4 3x4 3x4 6x6 5x6 3x4 3x4 3x4 3x6 7-5-3 7-5-3 15-7-8 8-2-5 22-4-8 6-9-0 30-6-13 8-2-5 37-0-12 6-5-15 38-0-0 0-11-4 -0-11-4 0-11-4 4-0-8 4-0-8 11-6-5 7-5-13 18-0-0 6-5-11 19-0-0 1-0-0 26-5-11 7-5-11 33-11-8 7-5-13 38-0-0 4-0-8 38-11-4 0-11-4 0-6-610-0-60-6-66.00 12 Plate Offsets (X,Y): [2:Edge,0-3-2], [10:Edge,0-3-2] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.92 0.70 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.46 0.16 (loc) 14 12-14 10 l/defl >999 >981 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 6-15,6-14: 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)10=1573/0-3-8 (min. 0-2-7), 2=1573/0-3-8 (min. 0-2-7) Max Uplift10=-236(LC 5), 2=-236(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2776/402, 3-5=-2577/359, 5-6=-2009/389, 6-7=-2009/389, 7-9=-2577/359, 9-10=-2776/402 BOT CHORD 2-17=-294/2385, 15-17=-168/2040, 14-15=-11/1471, 12-14=-168/2040, 10-12=-294/2385 WEBS 5-17=0/408, 5-15=-687/219, 6-15=-99/757, 7-14=-687/219, 7-12=0/408, 6-14=-99/757 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 8-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 lb uplift at joint 10 and 236 lb uplift at joint 2. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss AG Truss Type GABLE Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638604 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:27 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-fEJaEUdhPMPusBVOw6ePphTGziP37lAJPfB4ZhznucE Scale = 1:67.4 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 2728 29 30 31 58 57 56 55 54 53 52 51 50 49 4847 46 45 44 43 42 41 4039 38 37 36 35 34 33 32 3x6 3x6 3x6 3x8 5x6 3x8 3x6 38-0-0 38-0-0 -0-11-4 0-11-4 19-0-0 19-0-0 38-0-0 19-0-0 38-11-4 0-11-4 0-6-610-0-60-6-66.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [29:0-0-0,0-0-0], [30:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.12 0.08 0.16 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.00 0.01 (loc) 31 31 30 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 248 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 *Except* 16-45,15-46,14-47,17-44,18-43: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.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 16-45, 15-46, 14-47, 17-44, 18-43 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 38-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 30, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 2 Max Grav All reactions 250 lb or less at joint(s) 30, 45, 46, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 2 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 30, 47, 48, 50, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 40, 39, 38, 37, 36, 35, 34, 33, 32, 2. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss AT Truss Type SPECIAL Qty 5 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638605 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:28 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-7QtySpeJAgXlUL4bUqAfMv0Fq5b9s2sSeJwe57znucD Scale = 1:74.0 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 18 19 8x8 5x6 3x6 4x9 2x4 2x8 4x12 2x4 5x9 3x4 5x9 3x4 3x4 6x6 3x4 2x4 2-3-8 2-3-8 8-5-8 6-2-0 15-3-8 6-10-0 22-4-8 7-1-0 30-6-13 8-2-5 38-0-0 7-5-3 2-3-8 2-3-8 4-9-13 2-6-5 11-11-5 7-1-8 19-0-0 7-0-11 26-5-11 7-5-11 33-11-8 7-5-13 38-0-0 4-0-8 0-6-610-0-60-6-61-0-06.00 12 Plate Offsets (X,Y): [2:0-9-4,0-0-0], [9:Edge,0-3-2], [11:0-3-11,Edge], [13:0-3-8,0-2-8], [17:0-4-3,0-0-15] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.88 0.72 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.66 0.35 (loc) 13-14 13-14 9 l/defl >999 >681 n/a L/d 240 180 n/a PLATES MT20 Weight: 173 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x8 SP 2250F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 2-13: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF Stud/No.3 *Except* 5-13,5-11: 2x4 SPF No.2 WEDGE Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=1498/0-3-8 (min. 0-1-8), 9=1499/Mechanical Max Uplift1=-190(LC 5), 9=-190(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-688/111, 2-3=-3966/572, 3-4=-3190/429, 4-5=-2264/421, 5-6=-1993/389, 6-8=-2590/371, 8-9=-2810/419 BOT CHORD 2-14=-494/3846, 13-14=-202/2339, 10-11=-185/2038, 9-10=-327/2429 WEBS 4-13=-824/219, 11-13=-35/1534, 5-13=-137/1087, 5-11=-82/564, 6-10=0/419, 4-14=-27/748, 3-14=-1181/300, 6-11=-689/224 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=190, 9=190. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss AT1 Truss Type SPECIAL Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638606 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:29 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-ccRKf9exxzfc6Ufn1Xhuv6ZQaVxObW9bszgBdZznucC Scale = 1:74.8 1 2 3 4 5 6 7 8 9 10 16 15 14 13 12 11 19 20 8x8 5x6 3x6 4x9 2x4 2x8 4x12 2x4 5x9 3x4 5x9 3x4 3x4 2x4 6x6 3x4 2-3-8 2-3-8 8-5-8 6-2-0 15-3-8 6-10-0 22-4-8 7-1-0 30-6-13 8-2-5 38-0-0 7-5-3 2-3-8 2-3-8 4-9-13 2-6-5 11-11-5 7-1-8 19-0-0 7-0-11 26-5-11 7-5-11 33-11-8 7-5-13 38-0-0 4-0-8 38-11-4 0-11-4 0-6-610-0-60-6-61-0-06.00 12 Plate Offsets (X,Y): [2:0-9-4,0-0-0], [9:Edge,0-3-2], [12:0-3-12,0-2-12], [14:0-3-8,0-2-8], [18:0-4-0,0-0-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.88 0.72 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.66 0.35 (loc) 14-15 14-15 9 l/defl >999 >682 n/a L/d 240 180 n/a PLATES MT20 Weight: 174 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-3: 2x8 SP 2250F 1.8E BOT CHORD 2x4 SPF No.2 *Except* 2-14: 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF Stud/No.3 *Except* 5-14,5-12: 2x4 SPF No.2 WEDGE Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=1498/0-3-8 (min. 0-1-8), 9=1560/Mechanical Max Horz 1=-13(LC 5) Max Uplift1=-189(LC 5), 9=-233(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-688/123, 2-3=-3964/563, 3-4=-3188/423, 4-5=-2262/417, 5-6=-1991/387, 6-8=-2581/365, 8-9=-2798/410 BOT CHORD 2-15=-470/3844, 14-15=-185/2338, 11-12=-169/2034, 9-11=-303/2417 WEBS 4-14=-832/217, 12-14=-20/1533, 5-14=-133/1096, 5-12=-83/562, 6-12=-686/222, 6-11=0/417, 4-15=-24/748, 3-15=-1181/294 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=189, 9=233. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss B Truss Type COMMON Qty 6 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638607 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:29 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-ccRKf9exxzfc6Ufn1Xhuv6ZU6VwPbc_bszgBdZznucC Scale = 1:65.2 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 183x6 5x6 3x6 5x6 3x6 3x8 3x4 3x4 2x4 3x4 3x4 2x4 5x6 3x6 8-7-2 8-7-2 18-0-0 9-4-14 27-4-14 9-4-14 36-0-0 8-7-2 -0-11-4 0-11-4 5-9-15 5-9-15 13-2-11 7-4-12 18-0-0 4-9-5 22-9-5 4-9-5 30-2-1 7-4-12 36-0-0 5-9-15 36-11-4 0-11-4 0-6-69-6-60-6-66.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.59 0.79 0.33 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.50 0.14 (loc) 14-16 14-16 10 l/defl >999 >852 n/a L/d 240 180 n/a PLATES MT20 Weight: 147 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 6-14: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1493/0-3-8 (min. 0-2-5), 10=1493/0-3-8 (min. 0-2-5) Max Uplift2=-226(LC 5), 10=-226(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2591/370, 3-5=-2367/362, 5-6=-1646/336, 6-7=-1646/336, 7-9=-2367/362, 9-10=-2591/370 BOT CHORD 2-16=-248/2228, 14-16=-109/1749, 12-14=-109/1749, 10-12=-248/2228 WEBS 6-14=-219/1193, 7-14=-705/202, 7-12=-25/524, 9-12=-296/184, 5-14=-705/202, 5-16=-25/524, 3-16=-296/184 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=226, 10=226. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss BG Truss Type GABLE Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638608 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:31 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-Y?Z54rgBTbvKLooA9yjM_XexoJni3Z4uKH9IiSznucA Scale: 3/16"=1’ Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 89 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x6 5x6 3x6 3x8 3x6 3x8 3x6 36-0-0 36-0-0 -0-11-4 0-11-4 18-0-0 18-0-0 36-0-0 18-0-0 36-11-4 0-11-4 0-6-69-6-60-6-66.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [8:0-1-14,Edge], [22:0-1-14,Edge], [28:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.13 0.09 0.16 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.00 0.01 (loc) 29 29 28 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 226 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 *Except* 15-42,14-43,16-41: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.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 15-42, 14-43, 16-41 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 36-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 2, 28, 43, 44, 45, 46, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 36, 35, 34, 33, 32, 31, 30 Max Grav All reactions 250 lb or less at joint(s) 2, 28, 42, 43, 44, 45, 46, 48, 49, 50, 51, 52, 53, 41, 40, 39, 38, 36, 35, 34, 33, 32, 31 except 54=257(LC 1), 30=257(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 28, 43, 44, 45, 46, 48, 49, 50, 51, 52, 53, 54, 41, 40, 39, 38, 36, 35, 34, 33, 32, 31, 30. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss C Truss Type COMMON Qty 4 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638609 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:31 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-Y?Z54rgBTbvKLooA9yjM_XelTJfs3YauKH9IiSznucA Scale = 1:58.3 1 2 3 4 5 6 9 8 7 10 11 4x6 4x6 3x6 5x9 2x4 2x4 3x6 4x6 9-8-0 9-8-0 19-4-0 9-8-0 3-4-15 3-4-15 9-8-0 6-3-1 15-11-1 6-3-1 19-4-0 3-4-15 20-3-4 0-11-4 1-1-79-2-21-1-710.00 12 Plate Offsets (X,Y): [8:0-4-8,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.92 0.60 0.19 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.40 0.02 (loc) 7-8 7-8 7 l/defl >999 >560 n/a L/d 240 180 n/a PLATES MT20 Weight: 81 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 3-8: 2x4 SPF No.2, 1-9,5-7: 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)9=753/Mechanical, 7=827/0-3-8 (min. 0-1-8) Max Horz 9=-43(LC 5) Max Uplift9=-48(LC 5), 7=-86(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-844/127, 2-3=-674/119, 3-4=-674/120, 4-5=-839/127, 1-9=-648/93, 5-7=-726/132 BOT CHORD 8-9=0/559, 7-8=0/546 WEBS 3-8=-14/432 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 7. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss C1 Truss Type COMMON Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638610 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:32 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-0B6TIBhqEu1BzyNMjfEbWlAwdj?6o?o2ZxurEuznuc9 Scale = 1:58.3 1 2 3 4 5 6 9 8 7 10 11 4x6 4x6 3x6 5x9 2x4 2x4 3x6 4x6 9-8-0 9-8-0 19-4-0 9-8-0 3-4-15 3-4-15 9-8-0 6-3-1 15-11-1 6-3-1 19-4-0 3-4-15 20-7-4 1-3-4 1-1-79-2-21-1-710.00 12 Plate Offsets (X,Y): [8:0-4-8,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.96 0.60 0.20 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.40 0.02 (loc) 7-8 7-8 7 l/defl >999 >561 n/a L/d 240 180 n/a PLATES MT20 Weight: 82 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 3-8: 2x4 SPF No.2, 1-9,5-7: 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)9=751/Mechanical, 7=849/0-3-8 (min. 0-1-8) Max Horz 9=-56(LC 5) Max Uplift9=-48(LC 5), 7=-98(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-842/126, 2-3=-672/118, 3-4=-672/118, 4-5=-835/124, 1-9=-646/93, 5-7=-747/144 BOT CHORD 8-9=0/558, 7-8=0/539 WEBS 3-8=-12/431 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 7. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss CG Truss Type GABLE Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638611 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:32 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-0B6TIBhqEu1BzyNMjfEbWlA36j6Yo0D2ZxurEuznuc9 Scale = 1:58.8 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 4x6 4x6 2x8 2x8 0-4-0 0-4-0 19-4-0 19-0-0 -1-3-4 1-3-4 9-8-0 9-8-0 19-4-0 9-8-0 20-7-4 1-3-4 1-1-79-2-21-1-710.00 12 Plate Offsets (X,Y): [25:Edge,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.35 0.18 0.17 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.02 -0.00 (loc) 17 17 18 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 261 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 *Except* 9-25: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 9-25 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 19-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 18, 26, 27, 28, 29, 30, 24, 23, 22, 21, 20, 19 except 31=-100(LC 5) Max Grav All reactions 250 lb or less at joint(s) 18, 26, 27, 28, 29, 30, 24, 23, 22, 21, 20, 19 except 25=255(LC 5), 31=284(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 26, 27, 28, 29, 30, 24, 23, 22, 21, 20, 19 except (jt=lb) 31=100. 11) Non Standard bearing condition. Review required. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss D Truss Type COMMON Qty 3 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638612 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:33 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-UNgrVXhS?C92a6yYGNlq3yjEz6NXXUBBnbePmKznuc8 Scale = 1:25.4 1 2 3 4 5 6 7 8 4x6 3x8 3x8 2x4 6-4-0 6-4-0 12-8-0 6-4-0 -0-11-4 0-11-4 6-4-0 6-4-0 12-8-0 6-4-0 13-7-4 0-11-4 0-6-113-8-110-6-116.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [4:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.34 0.39 0.12 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.10 0.01 (loc) 4-6 4-6 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=560/0-3-8 (min. 0-1-8), 4=560/0-3-8 (min. 0-1-8) Max Uplift2=-129(LC 5), 4=-129(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-671/112, 3-4=-671/112 BOT CHORD 2-6=-6/512, 4-6=-6/512 WEBS 3-6=0/301 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=129, 4=129. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss DG Truss Type GABLE Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638613 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:33 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-UNgrVXhS?C92a6yYGNlq3yjHm6SpXVKBnbePmKznuc8 Scale = 1:27.2 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 4x6 3x4 3x8 3x4 3x8 12-8-0 12-8-0 -0-11-4 0-11-4 6-4-0 6-4-0 12-8-0 6-4-0 13-7-4 0-11-4 0-6-113-8-110-6-116.00 12 Plate Offsets (X,Y): [2:0-0-0,0-0-14], [2:0-2-12,Edge], [8:0-0-0,0-0-14], [8:0-2-12,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.16 0.12 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.00 0.00 (loc) 9 8 8 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 48 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 WEDGE Left: 2x4 SPF Stud/No.3, Right: 2x4 SPF Stud/No.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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-8-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 11 except 14=294(LC 2), 10=294(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss EG Truss Type GABLE Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638614 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:34 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-yaEDiti4mWHvCGXlq4G3cAGPfWpvGwBL0FNyJnznuc7 Scale = 1:37.9 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 25 26 4x6 12-8-0 12-8-0 -1-3-4 1-3-4 6-4-0 6-4-0 12-8-0 6-4-0 13-11-4 1-3-4 1-1-76-4-131-1-710.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.28 0.06 0.14 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 74 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-8-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 Max Grav All reactions 250 lb or less at joint(s) 24, 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss EGR Truss Type QUEENPOST Qty 1 Ply 2 3000 A CRAFTSMAN Job Reference (optional) I23638615 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:35 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-QmocwDjiXpPmqP6xOooI8NoPewyD?AUUFv7VrDznuc6 Scale = 1:41.3 1 2 3 4 7 6 5 12 13 8 9 10 11 4x16 4x16 4x6 4x9 6-4-0 6-4-0 12-8-0 6-4-0 -1-3-4 1-3-4 6-4-0 6-4-0 12-8-0 6-4-0 1-1-76-4-131-1-710.00 12 Plate Offsets (X,Y): [5:0-7-4,Edge], [6:0-5-12,0-2-0], [7:0-7-4,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.97 0.89 0.97 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.02 (loc) 6-7 6-7 5 l/defl >999 >984 n/a L/d 240 180 n/a PLATES MT20 Weight: 141 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x8 SP No.2 WEBS 2x8 SP No.2 *Except* 3-6: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)7=4465/0-3-8 (min. 0-2-10), 5=5583/0-3-8 (min. 0-3-5) Max Horz 7=60(LC 5) Max Uplift7=-610(LC 5), 5=-730(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3784/542, 3-4=-3768/536, 2-7=-2657/449, 4-5=-2538/386 BOT CHORD 6-7=-290/2790, 5-6=-290/2790 WEBS 3-6=-558/4383 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x8 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 7=610, 5=730. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1491 lb down and 202 lb up at 2-2-12, 1492 lb down and 202 lb up at 4-0-12, 1492 lb down and 202 lb up at 6-0-12, 1492 lb down and 202 lb up at 8-0-12, and 1492 lb down and 202 lb up at 10-0-12, and 1492 lb down and 202 lb up at 12-4-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Continued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss EGR Truss Type QUEENPOST Qty 1 Ply 2 3000 A CRAFTSMAN Job Reference (optional) I23638615 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:35 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-QmocwDjiXpPmqP6xOooI8NoPewyD?AUUFv7VrDznuc6 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 5-7=-20, 1-2=-60, 2-3=-60, 3-4=-60 Concentrated Loads (lb) Vert: 7=-40 5=-1492(B) 6=-1492(B) 8=-1491(B) 9=-1492(B) 10=-1492(B) 11=-1492(B) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information Job 1500052 Truss F Truss Type MONO TRUSS Qty 9 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638616 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:35 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-QmocwDjiXpPmqP6xOooI8NoPYw0S?P0UFv7VrDznuc6 Scale = 1:20.4 1 2 3 4 7 6 5 8 9 10 4x9 2x4 2x4 2x4 2x4 3x4 8-7-8 8-7-8 -0-11-4 0-11-4 3-6-4 3-6-4 8-7-8 5-1-4 0-4-83-3-01-3-83-3-04.00 12 Plate Offsets (X,Y): [4:0-5-13,0-0-10] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.98 0.62 0.04 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.19 -0.45 0.06 (loc) 6-7 6-7 9 l/defl >537 >223 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=405/0-3-8 (min. 0-1-8), 9=312/0-1-8 (min. 0-1-8) Max Horz 2=95(LC 5) Max Uplift2=-106(LC 5), 9=-76(LC 5) Max Grav 2=418(LC 2), 9=351(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-251/0 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=lb) 2=106. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss FG Truss Type GABLE Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638617 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:36 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-uyM_7ZkKI7XdRZh7yVJXhbLkiKSbkradTZs3Nfznuc5 Scale = 1:16.4 Sheet Back Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 6 5 7 2x4 2x4 2x4 2x4 2x4 -0-11-4 0-11-4 6-3-8 6-3-8 0-4-82-5-114.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.38 0.24 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 0.00 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 20 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)5=-111/6-3-8 (min. 0-1-8), 2=222/6-3-8 (min. 0-1-8), 6=436/6-3-8 (min. 0-1-8) Max Horz 2=42(LC 5) Max Uplift5=-111(LC 1), 2=-76(LC 5), 6=-135(LC 5) Max Grav 5=43(LC 5), 2=223(LC 2), 6=465(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-351/204 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2 except (jt=lb) 5=111 , 6=135. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss FGR Truss Type MONO TRUSS Qty 1 Ply 2 3000 A CRAFTSMAN Job Reference (optional) I23638618 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:36 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-uyM_7ZkKI7XdRZh7yVJXhbLfaKILkkwdTZs3Nfznuc5 Scale = 1:24.7 1 2 3 4 7 6 5 8 9 10 11 12 13 14 4x6 4x6 3x6 3x6 2x8 3x4 7-0-6 7-0-6 10-7-8 3-7-2 -0-11-4 0-11-4 7-0-6 7-0-6 10-7-8 3-7-2 0-4-83-11-01-0-03-11-04.00 12 Plate Offsets (X,Y): [2:0-3-5,0-0-13], [3:0-2-9,0-1-7], [4:0-2-13,0-1-11] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.70 0.83 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.26 0.01 (loc) 2-7 2-7 9 l/defl >999 >472 n/a L/d 240 180 n/a PLATES MT20 Weight: 103 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=2551/0-3-8 (min. 0-1-8), 9=2085/Mechanical Max Horz 2=128(LC 5) Max Uplift2=-274(LC 5), 9=-225(LC 5) Max Grav 2=2568(LC 2), 9=2144(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3257/269, 3-4=-288/17, 6-8=-216/2171, 4-8=-216/2171 BOT CHORD 2-7=-308/3048, 6-7=-308/3048 WEBS 3-7=-137/2589, 3-6=-3527/383 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-3-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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=274, 9=225. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 751 lb down and 60 lb up at 0-8-12, 752 lb down and 61 lb up at 2-8-12, 752 lb down and 61 lb up at 4-8-12, and 752 lb down and 61 lb up at 6-8-12, and 752 lb down and 61 lb up at 8-8-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Continued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss FGR Truss Type MONO TRUSS Qty 1 Ply 2 3000 A CRAFTSMAN Job Reference (optional) I23638618 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:36 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-uyM_7ZkKI7XdRZh7yVJXhbLfaKILkkwdTZs3Nfznuc5 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 2-5=-20 Concentrated Loads (lb) Vert: 7=-752(F) 11=-751(F) 12=-752(F) 13=-752(F) 14=-752(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information Job 1500052 Truss G Truss Type SPECIAL Qty 3 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638619 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:36 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-uyM_7ZkKI7XdRZh7yVJXhbLidKRGksrdTZs3Nfznuc5 Scale = 1:36.5 1 2 3 6 5 4 7 8 9 2x8 4x6 3x4 3x4 3x4 5-11-8 5-11-8 -0-11-4 0-11-4 5-11-8 5-11-8 1-1-76-1-11-3-86-1-110.00 12 Plate Offsets (X,Y): [3:0-3-0,0-1-9] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.51 0.26 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.04 -0.05 -0.02 (loc) 5-6 5-6 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 31 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 2-6: 2x8 SP No.2 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)6=306/0-3-8 (min. 0-1-8), 8=195/0-1-8 (min. 0-1-8) Max Horz 8=194(LC 5) Max Uplift6=-29(LC 5), 8=-62(LC 5) Max Grav 6=310(LC 2), 8=214(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-272/78 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss GGR Truss Type SPECIAL Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638620 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:37 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-N9wMLuky3RfT3jGJVDqmDoutOknXTJ5niDccw5znuc4 Scale = 1:36.5 1 2 3 6 5 4 7 8 9 10 2x8 4x6 3x6 3x4 3x4 3x4 5-11-8 5-11-8 -0-11-4 0-11-4 1-10-14 1-10-14 5-11-8 4-0-10 1-1-76-1-11-0-06-1-110.00 12 Plate Offsets (X,Y): [3:0-3-0,0-1-1] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.51 0.26 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.04 -0.01 (loc) 5-6 5-6 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 35 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 2-6: 2x8 SP No.2 OTHERS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)6=367/0-3-8 (min. 0-1-8), 8=315/Mechanical Max Horz 8=203(LC 5) Max Uplift6=-31(LC 5), 8=-97(LC 5) Max Grav 6=372(LC 2), 8=334(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-280/76 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 182 lb down and 37 lb up at 3-10-2 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 10=-182(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss H Truss Type JACK Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638621 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:37 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-N9wMLuky3RfT3jGJVDqmDouwHkqfTJ5niDccw5znuc4 Scale: 3/4"=1’ 1 2 5 3 4 2x4 2x4 2-4-5 2-4-5 -0-11-4 0-11-4 2-4-5 2-4-5 0-11-102-6-81-11-152-6-88.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.26 0.12 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 -0.00 -0.01 (loc) 4-5 4-5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)5=165/0-3-8 (min. 0-1-8), 3=47/Mechanical, 4=19/Mechanical Max Horz 5=106(LC 5) Max Uplift5=-18(LC 5), 3=-39(LC 5), 4=-3(LC 5) Max Grav 5=178(LC 6), 3=47(LC 1), 4=39(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss J Truss Type MONO W/LEDGER POCKET Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638622 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:38 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-rLUkYElapknKhtrW3wL?m0Q6J79_CmKwxtLASYznuc3 Scale = 1:24.9 1 2 3 5 4 6 2x4 2x4 2x4 2x4 -0-11-4 0-11-4 4-11-8 4-11-8 0-11-104-3-53-11-130-3-84-3-58.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.24 0.18 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)5=259/0-3-8 (min. 0-1-8), 4=179/0-1-8 (min. 0-1-8) Max Horz 5=43(LC 5) Max Uplift5=-62(LC 5), 4=-26(LC 5) Max Grav 5=262(LC 2), 4=194(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss K Truss Type JACK Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638623 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:38 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-rLUkYElapknKhtrW3wL?m0Q5y78pClKwxtLASYznuc3 Scale = 1:18.0 1 2 6 5 3 4 2x4 3x4 2x4 0-9-14 0-9-14 2-1-4 1-3-6 -0-11-4 0-11-4 2-1-4 2-1-4 1-1-72-10-82-3-02-10-810.00 12 Plate Offsets (X,Y): [2:0-1-8,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.26 0.19 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.01 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-1-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)6=158/0-3-8 (min. 0-1-8), 3=35/Mechanical, 4=19/Mechanical Max Horz 6=125(LC 5) Max Uplift3=-18(LC 5), 4=-41(LC 5) Max Grav 6=178(LC 6), 3=35(LC 1), 4=38(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss LGR Truss Type MONO W/LEDGER POCKET Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638624 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:38 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-rLUkYElapknKhtrW3wL?m0Q4679zCmKwxtLASYznuc3 Scale = 1:25.3 1 2 3 5 4 8 6 7 2x4 2x8 2x4 3x4 5-8-13 5-8-13 5-10-13 0-2-0 -1-6-4 1-6-4 3-4-0 3-4-0 5-10-13 2-6-13 1-1-74-2-53-8-130-5-84-2-56.25 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.38 0.18 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) 4-5 4-5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x6 SPF No.2 WEBS 2x6 SPF No.2 *Except* 2-5: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)5=373/0-3-8 (min. 0-1-8), 4=445/0-1-8 (min. 0-1-8) Max Horz 5=50(LC 5) Max Uplift5=-107(LC 5), 4=-64(LC 5) Max Grav 5=378(LC 2), 4=470(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-360/70, 2-5=-304/137 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 5=107. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 25 lb up at 5-8-1 on top chord, and 55 lb down and 16 lb up at 2-9-9, and 19 lb down and 14 lb up at 3-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 4-5=-20, 1-2=-60, 2-3=-60 Continued on page 2 Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss LGR Truss Type MONO W/LEDGER POCKET Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638624 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:38 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-rLUkYElapknKhtrW3wL?m0Q4679zCmKwxtLASYznuc3 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-202(F) 6=-55(F) 7=-19(B) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information Job 1500052 Truss V1 Truss Type VALLEY Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638625 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:39 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-JX16mamDa2vBI1QidesEJDzDrXR?xDa4AX5j__znuc2 Scale = 1:12.7 1 2 3 4 2x4 2x4 2x4 5-1-13 5-1-13 1-8-104.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.51 0.32 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=164/5-1-13 (min. 0-1-8), 3=164/5-1-13 (min. 0-1-8) Max Horz 1=20(LC 5) Max Uplift1=-42(LC 5), 3=-49(LC 5) Max Grav 1=165(LC 2), 3=168(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss V2 Truss Type VALLEY Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638626 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:39 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-JX16mamDa2vBI1QidesEJDzE3XR1xCs4AX5j__znuc2 Scale: 3/8"=1’ 1 2 3 4 5 6 3x6 4x6 3x6 2x4 11-7-0 11-7-0 5-9-8 5-9-8 11-7-0 5-9-8 4-9-1510.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.43 0.32 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 34 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=227/11-7-0 (min. 0-1-8), 3=227/11-7-0 (min. 0-1-8), 4=409/11-7-0 (min. 0-1-8) Max Uplift1=-37(LC 5), 3=-37(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss V3 Truss Type VALLEY Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638627 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:39 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-JX16mamDa2vBI1QidesEJDzGmXT?xDe4AX5j__znuc2 Scale = 1:26.5 1 2 3 4 5 6 2x8 4x6 2x8 2x4 9-2-4 9-2-4 4-7-2 4-7-2 9-2-4 4-7-2 3-9-1510.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.26 0.20 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 = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=176/9-2-4 (min. 0-1-8), 3=176/9-2-4 (min. 0-1-8), 4=318/9-2-4 (min. 0-1-8) Max Uplift1=-31(LC 5), 3=-31(LC 5), 4=-3(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss V4 Truss Type VALLEY Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638628 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:40 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-nkbVzwnrLM12wB_uBLNTrRWRMxqYggJDOBqGWQznuc1 Scale = 1:20.3 1 2 3 4 2x4 4x6 2x4 2x4 6-9-7 6-9-7 3-4-11 3-4-11 6-9-7 3-4-11 2-9-1510.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.27 0.18 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 = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=136/6-9-7 (min. 0-1-8), 3=136/6-9-7 (min. 0-1-8), 4=207/6-9-7 (min. 0-1-8) Max Uplift1=-34(LC 5), 3=-34(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 Job 1500052 Truss V5 Truss Type VALLEY Qty 1 Ply 1 3000 A CRAFTSMAN Job Reference (optional) I23638629 7.430 s Jul 25 2013 MiTek Industries, Inc. Fri Feb 06 09:55:40 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:Cy7rSi9UKFMw51PBKcfVTay3Qoj-nkbVzwnrLM12wB_uBLNTrRWU2xpJggqDOBqGWQznuc1 Scale = 1:12.2 1 2 3 2x4 3x4 2x4 4-4-10 4-4-10 2-2-5 2-2-5 4-4-10 2-2-5 1-9-1510.00 12 Plate Offsets (X,Y): [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.10 0.25 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=143/4-4-10 (min. 0-1-8), 3=143/4-4-10 (min. 0-1-8) Max Uplift1=-18(LC 5), 3=-18(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information February 6,2015 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Min size shown is for crushing only.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T or I bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes*Plate location details available in MiTek 20/20software or upon request.Industry Standards:6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)' 2012 MiTekfi All Rights ReservedMiTek Engineering Reference Sheet: MII-7473 rev. 01/29/2013WEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ESR1988ER-3907, ESR-2362, ESR-1397, ESR-3282JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3- 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes*Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBS SYP represents values as published by AWC in the 2005/2012 NDS SP represents ALSC approved/new values with effective date of June 1, 2013 Southern Pine lumber designations are as follows: