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HomeMy WebLinkAboutLegacy Ridge 71 truss detailsRe: 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 SOUTHILL C STANDARD Pages or sheets covered by this seal: I23659112 thru I23659158 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. 1500058 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 MiTek USA, Inc. February 12,2015 Job 1500058 Truss A Truss Type COMMON Qty 10 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659112 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:05 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-u1?fhkWSfTU79MCuKYJdSU2enQrkJ1DSfiIh3VzmAby Scale = 1:76.3 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 3x6 5x6 3x6 5x6 3x6 3x4 2x4 3x4 3x8 3x4 3x4 2x4 6x12 5x6 5x6 3x6 9-11-0 9-11-0 19-3-15 9-4-14 28-8-14 9-4-15 37-8-0 8-11-2 6-9-0 6-9-0 11-10-8 5-1-8 19-3-15 7-5-7 26-9-6 7-5-7 31-10-13 5-1-8 37-8-0 5-9-3 0-6-611-9-111-1-57.00 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) 0.93 0.88 0.36 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.73 0.14 (loc) 1-15 1-15 10 l/defl >999 >615 n/a L/d 240 180 n/a PLATES MT20 Weight: 168 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* 4-13,5-13,6-13: 2x4 SPF No.2 WEDGE Left: 2x4 SPF Stud/No.3 SLIDER Right 2x8 SP No.2 3-6-1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=1501/Mechanical, 10=1501/Mechanical Max Uplift1=-96(LC 6), 10=-96(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2426/204, 2-4=-2208/219, 4-5=-1565/236, 5-6=-1569/236, 6-8=-2015/206, 8-10=-2231/190 BOT CHORD 1-15=-97/1995, 13-15=-18/1731, 11-13=-16/1663, 10-11=-73/1726 WEBS 4-15=0/492, 4-13=-731/149, 5-13=-94/1038, 6-13=-645/146, 6-11=0/329 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 basic load combinations, which include cases with reductions for multiple concurrent 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 96 lb uplift at joint 1 and 96 lb uplift at joint 10. 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 12,2015 Job 1500058 Truss AG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659113 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:06 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-MEY1u4X4Qmc_nWm4uFqs_hbowq9c2QabuM1FbxzmAbx Scale = 1:78.6 Sheet Front Right Option 0-9-1 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 15 14 13 12 11 10 21 22 3x6 5x6 3x6 5x6 3x6 3x4 2x4 3x4 3x8 3x4 3x4 4x6 2x8 3x6 2x4 2x4 2x4 2x4 2x4 2x4 3x6 9-11-0 9-11-0 19-3-15 9-4-15 28-8-14 9-4-15 36-10-15 8-2-1 37-8-0 0-9-1 6-9-0 6-9-0 11-10-8 5-1-8 18-0-0 6-1-8 19-3-15 1-3-15 26-9-6 7-5-7 31-10-13 5-1-7 37-8-0 5-9-3 0-6-611-9-111-1-57.00 12 Plate Offsets (X,Y): [19:0-1-9,0-1-0] 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) 0.97 0.97 0.61 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.73 0.13 (loc) 1-15 1-15 10 l/defl >999 >618 n/a L/d 240 180 n/a PLATES MT20 Weight: 186 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* 4-13,5-13,6-13: 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 WEDGE Left: 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-13, 6-13, 8-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=1495/Mechanical, 10=1495/Mechanical Max Horz 1=4(LC 6) Max Uplift1=-96(LC 6), 10=-96(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2415/203, 2-4=-2197/218, 4-5=-1554/235, 5-6=-1555/235, 6-8=-2031/206, 8-9=-364/85, 9-10=-313/78 BOT CHORD 1-15=-101/1986, 13-15=-22/1721, 11-13=-18/1636, 10-11=-78/1728 WEBS 4-15=0/492, 4-13=-729/149, 5-13=-93/1020, 6-13=-621/144, 6-11=0/347, 8-10=-1860/106 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 96 lb uplift at joint 1 and 96 lb uplift at joint 10. 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 12,2015 Job 1500058 Truss AG1 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659114 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:07 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-qQ6P6PYiB4krOgLGRzL5Xv7_6EVxnxlk70no7NzmAbw Scale = 1:76.9 Sheet Back Right Option 8-9-1 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 47 48 3x6 5x6 3x8 6x6 3x6 3x4 3x4 3x8 3x4 6x14 6x12 5x6 5x6 3x6 9-11-0 9-11-0 19-3-15 9-4-15 28-8-14 9-4-15 28-10-15 0-2-1 37-8-0 8-9-1 -0-11-4 0-11-4 6-9-0 6-9-0 11-10-8 5-1-8 14-0-0 2-1-8 19-3-15 5-3-15 26-9-6 7-5-7 31-10-13 5-1-7 37-8-0 5-9-3 0-6-611-9-111-1-57.00 12 Plate Offsets (X,Y): [2:Edge,0-3-2], [12:0-3-0,0-3-0], [25:0-1-11,0-1-0] 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) 0.94 0.96 0.36 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.70 0.14 (loc) 2-16 2-16 11 l/defl >999 >644 n/a L/d 240 180 n/a PLATES MT20 Weight: 253 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 6-8: 2x4 SPF-S 1650F 1.6E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 5-14,6-14,7-14: 2x4 SPF No.2 OTHERS 2x4 SPF Stud/No.3 WEDGE Left: 2x4 SPF Stud/No.3 SLIDER Right 2x8 SP No.2 3-8-14 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14, 7-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1567/Mechanical, 11=1500/Mechanical Max Horz 2=15(LC 6) Max Uplift2=-132(LC 6), 11=-96(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2418/199, 3-5=-2202/215, 5-6=-1564/235, 6-7=-1567/235, 7-9=-2016/205, 9-11=-2233/189 BOT CHORD 2-16=-90/1986, 14-16=-17/1727, 12-14=-15/1661, 11-12=-72/1728 WEBS 5-16=0/490, 5-14=-727/148, 6-14=-94/1036, 7-14=-652/146, 7-12=0/332 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 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) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 2 and 96 lb uplift at joint 11. 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 12,2015 Job 1500058 Truss B Truss Type COMMON Qty 6 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659115 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:08 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-JcgnJlZKyOsi0qwS?gtK36g8VesFWPtuLgWLfqzmAbv Scale = 1:73.0 1 2 3 4 5 6 7 8 9 10 11 16 15 14 13 12 17 18 3x6 5x6 3x6 5x6 3x6 3x8 3x4 3x4 2x4 3x4 3x4 2x4 5x6 3x6 6-11-14 6-11-14 18-0-0 11-0-2 29-0-2 11-0-2 36-0-0 6-11-14 -0-11-4 0-11-4 3-7-8 3-7-8 10-6-5 6-10-13 18-0-0 7-5-11 25-5-11 7-5-11 32-4-8 6-10-13 36-0-0 3-7-8 36-11-4 0-11-4 0-6-611-0-60-6-67.00 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) 0.96 0.96 0.30 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.76 0.13 (loc) 14-16 14-16 10 l/defl >999 >565 n/a L/d 240 180 n/a PLATES MT20 Weight: 151 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* 6-14,7-14,5-14: 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 2-2-0 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=-127(LC 6), 10=-127(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2390/190, 3-5=-2215/177, 5-6=-1539/214, 6-7=-1539/214, 7-9=-2215/177, 9-10=-2390/190 BOT CHORD 2-16=-107/1954, 14-16=-26/1683, 12-14=-26/1683, 10-12=-107/1954 WEBS 6-14=-80/1020, 7-14=-675/169, 7-12=0/431, 5-14=-675/169, 5-16=0/431 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint 2 and 127 lb uplift at joint 10. 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 12,2015 Job 1500058 Truss BG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659116 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:09 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-npEAX5Zyjh_Ze_VfZOOZcKDWF1PyFvE1aKGvCGzmAbu Scale = 1:73.0 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 12 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 2324 25 26 27 28 29 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 53 54 3x6 5x6 3x6 3x6 3x6 5x6 5x6 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 0-6-611-0-60-6-67.00 12 Plate Offsets (X,Y): [2:0-2-8,0-0-12], [28:0-2-8,0-0-12], [38:0-3-0,0-3-0], [44:0-3-0,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING 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 0.10 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 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: 250 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* 15-41,14-42,13-43,12-44,16-40,17-39,18-38: 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 15-41, 14-42, 13-43, 12-44, 16-40, 17-39, 18-38 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) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30 Max Grav All reactions 250 lb or less at joint(s) 2, 28, 41, 42, 43, 44, 45, 46, 47, 48, 49, 50, 51, 40, 39, 38, 37, 36, 35, 34, 33, 32, 31 except 52=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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 43, 44, 45, 46, 47, 48, 49, 50, 51, 52, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30. 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 12,2015 Job 1500058 Truss C Truss Type COMMON Qty 5 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659117 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:10 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-F?oYkRaaU?6QF74r75vo9XlZQRd3_KFBp_?SkizmAbt Scale = 1:56.6 1 2 3 4 5 6 7 8 9 12 11 10 13 14 3x6 4x6 3x6 4x6 3x4 3x4 2x4 3x4 2x4 4x6 10-0-3 10-0-3 17-11-13 7-11-10 28-0-0 10-0-3 -0-11-4 0-11-4 7-1-0 7-1-0 14-0-0 6-11-0 20-11-0 6-11-0 28-0-0 7-1-0 28-11-4 0-11-4 0-6-68-8-60-6-67.00 12 Plate Offsets (X,Y): [2:0-2-14,0-0-14], [8:0-2-14,0-0-14] 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) 0.61 0.62 0.25 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.68 0.06 (loc) 2-12 2-12 8 l/defl >999 >493 n/a L/d 240 180 n/a PLATES MT20 Weight: 105 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 *Except* 7-10,3-12: 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 3-10-9 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=1173/0-3-8 (min. 0-1-11), 8=1173/0-3-8 (min. 0-1-11) Max Uplift2=-106(LC 6), 8=-106(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1685/161, 3-5=-1464/192, 5-7=-1464/192, 7-8=-1685/161 BOT CHORD 2-12=-43/1371, 10-12=0/926, 8-10=-43/1371 WEBS 5-10=-37/588, 7-10=-413/174, 5-12=-37/588, 3-12=-413/174 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=106, 8=106. 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 12,2015 Job 1500058 Truss C1 Truss Type COMMON Qty 4 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659118 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:11 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-jBMwxnbDFJEHtHf1goQ1hlIgHry3jnSK1el0G9zmAbs Scale = 1:56.1 1 2 3 4 5 6 7 8 11 10 9 12 133x8 4x6 3x4 4x6 3x4 3x4 2x4 3x4 2x4 4x6 10-0-3 10-0-3 17-11-13 7-11-10 28-0-0 10-0-3 -0-11-4 0-11-4 7-1-0 7-1-0 14-0-0 6-11-0 20-11-0 6-11-0 28-0-0 7-1-0 0-6-68-8-60-6-67.00 12 Plate Offsets (X,Y): [2:0-2-12,0-0-12], [4:0-4-0,Edge], [8:0-2-12,0-0-12] 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) 0.86 0.63 0.25 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.71 0.06 (loc) 8-9 8-9 8 l/defl >999 >471 n/a L/d 240 180 n/a PLATES MT20 Weight: 103 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF-S 1650F 1.6E WEBS 2x4 SPF No.2 *Except* 7-9,3-11: 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 2-2-0 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=1175/0-3-8 (min. 0-1-11), 8=1107/0-3-8 (min. 0-1-9) Max Horz 2=15(LC 6) Max Uplift2=-107(LC 6), 8=-70(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1687/163, 3-5=-1466/193, 5-7=-1470/195, 7-8=-1691/165 BOT CHORD 2-11=-59/1373, 9-11=0/928, 8-9=-64/1379 WEBS 5-9=-40/594, 7-9=-417/180, 5-11=-38/582, 3-11=-407/174 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=107. 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 12,2015 Job 1500058 Truss CG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659119 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:12 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-BNwI97cr0cM7VREEEWxGEyr0VFQfSFHTGIUZobzmAbr Scale = 1:56.9 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 14 15 16 17 18 19 20 21 22 23 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x4 4x6 3x4 3x4 3x8 3x4 3x8 4x6 28-0-0 28-0-0 -0-11-4 0-11-4 14-0-0 14-0-0 28-0-0 14-0-0 28-11-4 0-11-4 0-6-68-8-60-6-67.00 12 Plate Offsets (X,Y): [2:0-0-0,0-0-11], [2:0-2-5,Edge], [22:0-0-0,0-0-11], [22:0-2-5,Edge], [32: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) 0.13 0.10 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 23 23 22 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 167 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* 12-32: 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 12-32 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 28-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 33, 34, 35, 36, 37, 38, 39, 40, 31, 30, 29, 28, 27, 26, 25, 24 Max Grav All reactions 250 lb or less at joint(s) 2, 22, 32, 33, 34, 35, 36, 37, 38, 39, 31, 30, 29, 28, 27, 26, 25 except 40=257(LC 1), 24=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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 33, 34, 35, 36, 37, 38, 39, 40, 31, 30, 29, 28, 27, 26, 25, 24. 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 12,2015 Job 1500058 Truss E Truss Type HIP Qty 3 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659120 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:13 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-faTgMTcTnwU_6bpQoDSVmAN6zffTBWldVyE6L1zmAbq Scale = 1:66.4 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 18 19 4x6 4x6 3x4 3x4 3x6 3x4 3x6 2x8 3x6 3x6 2x8 8-1-11 8-1-11 12-10-5 4-8-9 21-0-0 8-1-11 -1-3-4 1-3-4 3-8-11 3-8-11 8-1-11 4-5-1 12-10-5 4-8-9 17-3-5 4-5-1 21-0-0 3-8-11 22-3-4 1-3-4 1-6-011-0-01-6-011-0-014.00 12 Plate Offsets (X,Y): [3:0-1-9,0-1-7], [4:0-3-2,0-2-0], [5:0-3-2,0-2-0], [6:0-1-9,0-1-7] 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) 0.47 0.57 0.90 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.38 0.03 (loc) 12-13 12-13 9 l/defl >999 >660 n/a L/d 240 180 n/a PLATES MT20 Weight: 118 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* 4-12,5-11: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-15 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)13=913/0-3-8 (min. 0-2-4), 9=913/0-3-8 (min. 0-2-4) Max Uplift13=-103(LC 6), 9=-103(LC 6) Max Grav 13=1418(LC 16), 9=1418(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-285/137, 3-4=-1066/189, 4-5=-541/180, 5-6=-1066/189, 6-7=-285/137, 2-13=-422/162, 7-9=-422/162 BOT CHORD 12-13=0/684, 11-12=0/541, 9-11=0/684 WEBS 4-12=-49/296, 5-11=-49/296, 3-13=-1092/0, 6-9=-1092/0 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=103, 9=103. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard TRUSS IS NOT DESIGNED TO SUPPORT ANY ADDITIONAL LOADS ON PANEL 11-12 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 12,2015 Job 1500058 Truss E1 Truss Type HIP Qty 6 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659121 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:13 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-faTgMTcTnwU_6bpQoDSVmAN4GfejBY?dVyE6L1zmAbq Scale: 3/16"=1’ 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 2x4 4x6 4x6 3x6 3x4 3x4 4x6 3x4 3x6 2x8 3x4 7-1-3 7-1-3 11-9-13 4-8-9 19-11-8 8-1-11 2-8-1 2-8-1 7-1-3 4-5-2 11-9-13 4-8-9 16-2-13 4-5-1 19-11-8 3-8-11 21-2-12 1-3-4 2-8-911-0-01-6-011-0-014.00 12 Plate Offsets (X,Y): [3:0-3-2,0-2-0], [4:0-3-2,0-2-0] 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 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.64 0.62 0.82 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.46 0.02 (loc) 8-10 8-10 8 l/defl >999 >514 n/a L/d 240 180 n/a PLATES MT20 Weight: 114 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* 3-11,4-10: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-4 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)8=875/0-3-8 (min. 0-2-2), 12=784/0-3-8 (min. 0-1-14) Max Horz 12=-77(LC 6) Max Uplift8=-102(LC 6), 12=-58(LC 6) Max Grav 8=1357(LC 16), 12=1203(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-965/188, 3-4=-481/181, 4-5=-986/188, 5-6=-297/139, 6-8=-428/164 BOT CHORD 11-12=0/492, 10-11=0/481, 8-10=0/642 WEBS 4-10=-48/263, 5-10=-251/170, 5-8=-995/0, 2-12=-1151/46 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 8=102. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard TRUSS IS NOT DESIGNED TO SUPPORT ANY ADDITIONAL LOADS ON PANEL 10-11 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 12,2015 Job 1500058 Truss E2 Truss Type SPECIAL Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659122 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:14 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-7m13apd5XEcrklOcMx_kJNwAL2?cw_rmkczgtTzmAbp Scale = 1:54.8 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 18 19 20 5x6 6x6 4x6 3x4 4x9 2x8 2x4 5x6 3x4 3x4 3x4 3x4 4-1-0 4-1-0 8-4-12 4-3-12 14-8-4 6-3-8 21-0-0 6-3-12 -1-3-4 1-3-4 6-2-14 6-2-14 10-6-10 4-3-12 14-9-12 4-3-2 21-0-0 6-2-4 22-3-4 1-3-4 1-6-03-7-18-8-101-6-03-7-114.00 12 Plate Offsets (X,Y): [3:0-3-15,0-2-4], [5:0-3-9,0-2-4], [6:Edge,0-1-14], [7:0-1-13,0-3-0], [13:0-1-12,0-1-8] 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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.94 0.51 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.17 0.04 (loc) 10-11 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 106 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 5-4-1 oc purlins, except end verticals, and 2-0-0 oc purlins (4-0-7 max.): 3-5. 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=913/0-3-8 (min. 0-1-8), 14=913/0-3-8 (min. 0-1-13) Max Uplift9=-103(LC 6), 14=-113(LC 6) Max Grav 9=913(LC 1), 14=1159(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1091/103, 4-5=-1602/135, 5-6=-947/141, 6-7=-821/123, 2-14=-339/170, 7-9=-857/134 BOT CHORD 13-14=0/572, 11-13=0/1562, 10-11=0/1567 WEBS 5-10=-1405/195, 7-10=0/411, 3-14=-1145/0, 3-13=-29/950, 4-13=-866/84, 4-11=0/372, 6-10=-81/939 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=103, 14=113. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) 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 12,2015 Job 1500058 Truss E3 Truss Type SPECIAL Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659123 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:15 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-bybRn9ejIXkiMvypveVzsbTLGSOGfR9wyGjDPwzmAbo Scale = 1:54.8 1 2 3 4 5 6 7 8 14 13 12 11 10 9 15 16 17 18 19 5x6 5x6 4x6 3x4 4x9 2x4 2x4 5x6 3x4 3x4 3x4 3x4 5-6-3 5-6-3 9-9-15 4-3-12 15-3-3 5-5-5 21-0-0 5-8-13 -1-3-4 1-3-4 3-4-5 3-4-5 7-8-1 4-3-12 11-11-13 4-3-12 14-9-12 2-9-15 21-0-0 6-2-4 22-3-4 1-3-4 1-6-05-3-18-8-101-6-05-3-114.00 12 Plate Offsets (X,Y): [3:0-3-15,0-2-4], [5:0-3-0,0-2-4], [6:Edge,0-1-14], [7:Edge,0-3-4] 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) 0.93 0.36 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.11 0.03 (loc) 11 10-11 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 115 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 5-9-4 oc purlins, except end verticals, and 2-0-0 oc purlins (4-9-14 max.): 3-5. 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=913/0-3-8 (min. 0-1-8), 14=913/0-3-8 (min. 0-1-12) Max Uplift9=-105(LC 6), 14=-111(LC 6) Max Grav 9=913(LC 1), 14=1103(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-256/189, 3-4=-921/119, 4-5=-1142/133, 5-6=-726/155, 6-7=-843/127, 2-14=-475/211, 7-9=-861/133 BOT CHORD 13-14=0/622, 11-13=0/1173, 10-11=0/1066 WEBS 6-10=-109/970, 7-10=0/427, 3-14=-1059/0, 3-13=-6/747, 4-13=-642/71, 5-10=-1134/163 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 9=105, 14=111. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) 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 12,2015 Job 1500058 Truss E4 Truss Type SPECIAL Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659124 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:16 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-499p?UfL3rsZz2X?TM0COo?XZshXOwC3BwSnyMzmAbn Scale = 1:54.8 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 4x6 4x6 4x6 2x4 3x4 3x8 3x4 4x12 4x6 2x4 5x6 4-9-7 4-9-7 13-4-15 8-7-8 21-0-0 7-7-1 -1-3-4 1-3-4 4-9-7 4-9-7 9-1-3 4-3-12 13-4-15 4-3-12 14-9-12 1-4-13 21-0-0 6-2-4 22-3-4 1-3-4 1-6-06-11-18-8-101-6-06-11-114.00 12 Plate Offsets (X,Y): [2:0-2-8,0-1-8], [3:0-3-9,0-1-15], [7:Edge,0-3-4] 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) 0.89 0.55 0.73 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.34 0.02 (loc) 10-12 10-12 9 l/defl >999 >729 n/a L/d 240 180 n/a PLATES MT20 Weight: 118 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* 6-10: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, except end verticals, and 2-0-0 oc purlins (5-9-2 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)13=913/0-3-8 (min. 0-1-13), 9=913/0-3-8 (min. 0-1-8) Max Uplift13=-110(LC 6), 9=-106(LC 6) Max Grav 13=1155(LC 18), 9=936(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1019/113, 3-4=-623/128, 4-5=-787/131, 5-6=-1156/198, 6-7=-925/122, 2-13=-1131/122, 7-9=-875/141 BOT CHORD 10-12=0/928 WEBS 3-12=0/437, 4-12=-552/60, 4-10=-255/55, 5-10=-1093/168, 6-10=-142/1408, 2-12=0/633, 7-10=0/474 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=110, 9=106. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) 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 12,2015 Job 1500058 Truss E5 Truss Type HIP Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659125 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:16 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-499p?UfL3rsZz2X?TM0COo?VHsfMO2j3BwSnyMzmAbn Scale = 1:52.4 1 2 3 4 5 6 11 10 9 8 7 12 13 14 15 6x8 6x8 2x8 3x6 3x6 4x9 3x6 4x9 2x8 6-2-9 6-2-9 14-9-7 8-6-14 21-0-0 6-2-9 -1-3-4 1-3-4 6-2-9 6-2-9 14-9-7 8-6-14 21-0-0 6-2-9 22-3-4 1-3-4 1-6-08-7-18-9-01-6-08-7-114.00 12 Plate Offsets (X,Y): [2:0-3-8,0-1-10], [3:0-2-3,0-2-7], [4:0-2-3,0-2-7], [5:0-3-8,0-1-10], [8:0-2-13,0-1-5], [10:0-2-13,0-1-5] 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) 0.97 0.69 0.25 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.30 0.01 (loc) 7-8 8 7 l/defl >855 >819 n/a L/d 240 180 n/a PLATES MT20 Weight: 107 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 3-4: 2x6 SP No.1 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF Stud/No.3 *Except* 2-11,5-7: 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 3-4. 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 (lb/size)11=912/0-3-8 (min. 0-2-0), 7=912/0-3-8 (min. 0-2-0) Max Uplift11=-110(LC 6), 7=-110(LC 6) Max Grav 11=1290(LC 16), 7=1290(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1074/128, 3-4=-594/156, 4-5=-1074/128, 2-11=-1240/139, 5-7=-1240/139 BOT CHORD 8-10=0/594 WEBS 2-10=0/564, 3-10=0/251, 4-8=0/251, 5-8=0/564 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 11=110, 7=110. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard TRUSS IS NOT DESIGNED TO SUPPORT ANY ADDITIONAL LOADS ON PANEL 8-10 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 12,2015 Job 1500058 Truss E6 Truss Type HIP Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659126 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:17 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-YLjBCqgzq9?QbC6B13XRx0Yh8G_v7WXDQaCKUozmAbm Scale = 1:62.7 1 2 3 4 5 6 7 8 13 12 11 10 9 14 15 16 17 4x6 4x6 3x6 3x4 3x4 5x6 3x4 5x6 6x6 3x6 6x6 7-7-11 7-7-11 13-4-5 5-8-9 21-0-0 7-7-11 -1-3-4 1-3-4 3-11-10 3-11-10 7-7-11 3-8-2 13-4-5 5-8-9 17-0-6 3-8-2 21-0-0 3-11-10 22-3-4 1-3-4 1-6-010-3-110-5-01-6-010-3-114.00 12 Plate Offsets (X,Y): [2:0-2-0,0-1-8], [3:0-3-0,0-3-0], [4:0-3-4,0-1-15], [5:0-3-4,0-1-15], [6:0-3-0,0-3-0], [7:0-2-0,0-1-8], [9:Edge,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) 0.90 0.67 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.36 0.02 (loc) 12-13 12-13 9 l/defl >999 >686 n/a L/d 240 180 n/a PLATES MT20 Weight: 110 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 1-3,6-8: 2x4 SP 2400F 2.0E BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 *Except* 3-12,6-10: 2x4 SPF Stud/No.3, 2-13,7-9: 2x6 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. 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)13=912/0-3-8 (min. 0-2-3), 9=912/0-3-8 (min. 0-2-3) Max Uplift13=-106(LC 6), 9=-106(LC 6) Max Grav 13=1402(LC 16), 9=1402(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1249/119, 3-4=-904/192, 4-5=-514/172, 5-6=-904/192, 6-7=-1249/119, 2-13=-1299/151, 7-9=-1299/151 BOT CHORD 12-13=0/599, 10-12=0/514, 9-10=0/599 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=106, 9=106. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard TRUSS IS NOT DESIGNED TO SUPPORT ANY ADDITIONAL LOADS ON PANEL 10-12 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 12,2015 Job 1500058 Truss EGR Truss Type SPECIAL Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659127 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:18 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-0XHZPAgcbS7HDMhNbn2gTD5vFgL6sqsMeExt0FzmAbl Scale = 1:54.8 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 21 22 23 24 25 26 27 28 6x6 4x6 2x8 4x6 4x6 4x6 3x8 2x4 5x9 3x8 3x8 5x6 3x4 3x4 2-7-14 2-7-14 6-11-10 4-3-12 10-10-11 3-11-1 14-9-12 3-11-1 21-0-0 6-2-4 -1-3-4 1-3-4 0-6-0 0-6-0 4-9-12 4-3-12 9-1-8 4-3-12 11-1-11 2-0-3 14-9-12 3-8-1 18-5-13 3-8-1 21-0-0 2-6-3 22-3-4 1-3-4 1-6-01-11-18-8-101-6-01-11-114.00 12 Plate Offsets (X,Y): [2:0-3-6,0-2-7], [6:Edge,0-1-14] 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) 0.75 0.60 0.66 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.28 0.03 (loc) 12-14 12-14 10 l/defl >999 >895 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 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* 2-16: 2x6 SPF No.2, 8-10: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals, and 2-0-0 oc purlins (3-1-11 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 15-16. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.REACTIONS (lb/size)16=755/0-3-8 (min. 0-1-11), 10=867/0-3-8 (min. 0-1-8) Max Horz 16=14(LC 6) Max Uplift16=-213(LC 6), 10=-127(LC 6) Max Grav 16=1084(LC 17), 10=867(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1263/226, 3-4=-2515/399, 4-5=-1964/277, 5-6=-907/180, 6-7=-718/179, 7-8=-788/134, 2-16=-1023/195, 8-10=-754/159 BOT CHORD 14-15=-249/2311, 12-14=-287/2663, 11-12=-30/1207, 10-11=0/417 WEBS 4-12=-2097/336, 5-11=-1064/245, 6-11=-186/759, 2-15=-216/1386, 3-15=-1289/170, 3-14=-41/675, 4-14=-606/6, 5-12=-195/1484 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; C-C Exterior(2) -1-3-4 to 22-3-4; 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=213, 10=127. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 lb down and 24 lb up at 0-2-12, 10 lb down and 24 lb up at 2-6-12, 10 lb down and 24 lb up at 4-6-12, and 10 lb down and 24 lb up at 6-6-12, and 10 lb down and 24 lb up at 8-5-12 on top chord, and 34 lb up at 0-6-12, 34 lb up at 2-6-12, 34 lb up at 4-6-12, and 34 lb up at 6-6-12, and 34 lb up at 8-5-12 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. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).Continued on page 2 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 12,2015 Job 1500058 Truss EGR Truss Type SPECIAL Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659127 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:18 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-0XHZPAgcbS7HDMhNbn2gTD5vFgL6sqsMeExt0FzmAbl LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-4=-60, 4-6=-60, 6-8=-60, 8-9=-60, 10-16=-20 Concentrated Loads (lb) Vert: 2=24(B) 15=17(B) 3=24(B) 17=24(B) 19=24(B) 20=24(B) 25=17(B) 26=17(B) 27=17(B) 28=17(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 1500058 Truss F Truss Type COMMON Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659128 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:19 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-UkrydWhEMmF8qWGa8UZv0RdAZ3lmbP3VtuhRYhzmAbk Scale = 1:37.6 1 2 3 4 5 6 7 10 9 8 11 12 4x6 3x8 3x4 3x4 2x4 3x4 2x4 3x8 5-11-2 5-11-2 12-0-14 6-1-12 18-0-0 5-11-2 -0-11-4 0-11-4 3-11-1 3-11-1 9-0-0 5-0-15 14-0-15 5-0-15 18-0-0 3-11-1 18-11-4 0-11-4 0-6-65-9-60-6-67.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [6:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.33 0.32 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.09 0.03 (loc) 6-8 8-10 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 69 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 5-5-7 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=772/0-5-8 (min. 0-1-8), 6=772/0-5-8 (min. 0-1-8) Max Uplift2=-83(LC 6), 6=-83(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1060/96, 3-4=-909/110, 4-5=-909/110, 5-6=-1060/96 BOT CHORD 2-10=-21/838, 8-10=0/564, 6-8=-21/838 WEBS 4-8=-7/332, 4-10=-7/332 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) 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 12,2015 Job 1500058 Truss FG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659129 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:20 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-ywPKqsis74N?SgrmiB48ZeAPbTAJKukf6XQ_57zmAbj Scale = 1:39.3 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 27 26 25 24 23 22 21 20 19 18 17 16 4x6 3x4 3x8 3x4 3x4 3x8 18-0-0 18-0-0 -0-11-4 0-11-4 9-0-0 9-0-0 18-0-0 9-0-0 18-11-4 0-11-4 0-6-65-9-60-6-67.00 12 Plate Offsets (X,Y): [2:0-0-0,0-0-11], [2:0-2-5,Edge], [14:0-0-0,0-0-11], [14:0-2-5,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 0.04 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 14 14 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 87 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 18-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 2, 23, 24, 25, 26, 27, 20, 19, 18, 17, 16, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 21, 23, 24, 25, 26, 27, 20, 19, 18, 17, 16, 14 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 23, 24, 25, 26, 27, 20, 19, 18, 17, 16, 14. 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 12,2015 Job 1500058 Truss FGR Truss Type COMMON Qty 1 Ply 2 SOUTHILL C STANDARD Job Reference (optional) I23659130 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:20 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-ywPKqsis74N?SgrmiB48ZeAIVT1BKf9f6XQ_57zmAbj Scale = 1:37.1 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 5x9 5x6 5x9 12x12 2x4 2x4 9-0-0 9-0-0 18-0-0 9-0-0 4-4-8 4-4-8 9-0-0 4-7-8 13-7-8 4-7-8 18-0-0 4-4-8 0-6-65-9-60-6-67.00 12 Plate Offsets (X,Y): [6:0-6-0,0-7-8] 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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.58 0.63 0.99 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.31 0.04 (loc) 1-6 1-6 5 l/defl >999 >678 n/a L/d 240 180 n/a PLATES MT20 Weight: 223 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x10 SP 2250F 1.9E WEBS 2x4 SPF Stud/No.3 *Except* 3-6: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=7182/0-5-8 (min. 0-3-0), 5=7548/0-5-8 (min. 0-3-2) Max Uplift1=-520(LC 6), 5=-547(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8527/673, 2-3=-8352/636, 3-4=-8352/636, 4-5=-8525/673 BOT CHORD 1-6=-533/7257, 5-6=-533/7253 WEBS 3-6=-551/8059 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: 2x10 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 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 basic load combinations, which include cases with reductions for multiple concurrent 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) 1=520, 5=547. 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) 1481 lb down and 108 lb up at 1-3-4, 1481 lb down and 108 lb up at 3-3-4, 1481 lb down and 108 lb up at 5-3-4, 1481 lb down and 108 lb up at 7-3-4, 1481 lb down and 108 lb up at 9-3-4, 1481 lb down and 108 lb up at 11-3-4, 1481 lb down and 108 lb up at 13-3-4, and 1481 lb down and 108 lb up at 15-3-4, and 1481 lb down and 108 lb up at 17-3-4 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 12,2015 Job 1500058 Truss FGR Truss Type COMMON Qty 1 Ply 2 SOUTHILL C STANDARD Job Reference (optional) I23659130 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:20 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-ywPKqsis74N?SgrmiB48ZeAIVT1BKf9f6XQ_57zmAbj LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 1-5=-20 Concentrated Loads (lb) Vert: 6=-1481(B) 9=-1481(B) 10=-1481(B) 11=-1481(B) 12=-1481(B) 13=-1481(B) 14=-1481(B) 15=-1481(B) 16=-1481(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 1500058 Truss G Truss Type SCISSOR Qty 4 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659131 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:21 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-Q6yi2CjUuNVs4qQyGvcN5sjRPtPr3J4oLBAXdZzmAbi Scale = 1:56.4 1 2 3 4 7 6 5 8 9 4x6 3x8 3x6 5x6 3x6 3x8 6-0-0 6-0-0 12-0-0 6-0-0 -1-3-4 1-3-4 6-0-0 6-0-0 12-0-0 6-0-0 1-6-08-6-01-6-03-3-1514.00 12 7.00 12 Plate Offsets (X,Y): [3:Edge,0-1-14] 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) 0.69 0.47 0.18 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.26 0.31 (loc) 6 6 5 l/defl >871 >550 n/a L/d 240 180 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 WEBS 2x4 SPF No.2 *Except* 3-6: 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)7=558/0-3-8 (min. 0-1-8), 5=463/0-3-8 (min. 0-1-8) Max Horz 7=76(LC 6) Max Uplift7=-101(LC 6), 5=-54(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-602/25, 3-4=-590/25, 2-7=-635/95, 4-5=-534/46 BOT CHORD 6-7=0/336, 5-6=0/333 WEBS 3-6=0/438 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 7, 5 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) 5 except (jt=lb) 7=101. 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 12,2015 Job 1500058 Truss GG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659132 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:21 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-Q6yi2CjUuNVs4qQyGvcN5sjXktV63IJoLBAXdZzmAbi Scale = 1:50.7 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 11 20 19 18 17 16 15 14 13 12 2x8 4x6 2x8 5x6 6-0-0 6-0-0 12-0-0 6-0-0 -1-3-4 1-3-4 6-0-0 6-0-0 12-0-0 6-0-0 13-3-4 1-3-4 1-6-08-6-01-6-03-3-1514.00 12 7.00 12 Plate Offsets (X,Y): [6:Edge,0-1-14] 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) 0.29 0.07 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 11 11 12 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 71 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 12-0-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 17, 18, 19, 15, 14, 13 except 20=-189(LC 6), 12=-189(LC 6) Max Grav All reactions 250 lb or less at joint(s) 20, 12, 17, 18, 19, 15, 14, 13 except 16=584(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-16/300, 5-6=-33/352, 6-7=-33/352, 7-8=-16/300 WEBS 6-16=-478/0 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) 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17, 18, 19, 15, 14, 13 except (jt=lb) 20=189, 12=189. 13) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 16, 17, 18, 19, 15, 14, 13. 14) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 15) 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 12,2015 Job 1500058 Truss HG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659133 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:22 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-uJW4FYj6fhdjhz?9qc7ce3FiUHruomAyZrv590zmAbh Scale = 1:55.8 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 2x8 4x6 2x8 12-11-8 12-11-8 -1-3-4 1-3-4 6-5-12 6-5-12 12-11-8 6-5-12 14-2-12 1-3-4 1-10-39-4-141-10-314.00 12 Plate Offsets (X,Y): [7:Edge,0-1-14] 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) 0.29 0.10 0.19 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 101 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* 7-19: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 7-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-11-8. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 23, 18, 17, 16, 15 except 24=-116(LC 6), 14=-116(LC 6) Max Grav All reactions 250 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 except 19=512(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-19/337, 6-7=-36/372, 7-8=-36/372, 8-9=-19/337 WEBS 7-19=-497/0 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) 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 23, 18, 17, 16, 15 except (jt=lb) 24=116, 14=116. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.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 12,2015 Job 1500058 Truss HG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659133 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:22 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-uJW4FYj6fhdjhz?9qc7ce3FiUHruomAyZrv590zmAbh 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 Job 1500058 Truss HGR Truss Type HOWE Qty 1 Ply 2 SOUTHILL C STANDARD Job Reference (optional) I23659134 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:23 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-MV4STukkQ?laJ7aLNKerAHokUh_TX645oVfehSzmAbg Scale = 1:61.2 1 2 3 4 5 6 7 10 9 8 17 18 11 12 13 14 15 16 4x6 10x10 4x6 4x6 2x8 2x8 6x6 6x6 0-4-8 0-4-8 6-5-12 6-1-4 12-11-8 6-5-12 -1-3-4 1-3-4 2-5-12 2-5-12 6-5-12 4-0-0 10-5-12 4-0-0 12-11-8 2-5-12 14-2-12 1-3-4 1-10-39-4-141-10-314.00 12 Plate Offsets (X,Y): [9:0-5-0,0-7-8] 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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.85 0.91 0.59 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.11 0.01 (loc) 9-10 9-10 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 223 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x10 SP No.2 WEBS 2x4 SPF Stud/No.3 *Except* 4-9: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)10=5356/0-3-8 (min. 0-3-3), 8=4311/0-3-8 (min. 0-2-9) Max Uplift10=-450(LC 6), 8=-645(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/163, 3-4=-3433/377, 4-5=-3433/377, 5-6=-594/161, 6-8=-596/181, 2-10=-617/183 BOT CHORD 9-10=-31/1804, 8-9=-31/1800 WEBS 4-9=-463/4835, 3-9=0/593, 5-9=0/598, 3-10=-3029/173, 5-8=-3057/175 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: 2x10 - 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 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) except (jt=lb) 10=450, 8=645. 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) 1481 lb down and 108 lb up at 1-0-4, 1481 lb down and 108 lb up at 3-0-4, 1481 lb down and 108 lb up at 5-0-4, 1481 lb down and 108 lb up at 7-0-4, 1481 lb down and 108 lb up at 9-0-4, and 1481 lb down and 108 lb up at 11-0-4, and 402 lb up at 12-9-12 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 12,2015 Job 1500058 Truss HGR Truss Type HOWE Qty 1 Ply 2 SOUTHILL C STANDARD Job Reference (optional) I23659134 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:23 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-MV4STukkQ?laJ7aLNKerAHokUh_TX645oVfehSzmAbg LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 8-10=-20, 1-2=-60, 2-4=-60, 4-6=-60, 6-7=-60 Concentrated Loads (lb) Vert: 8=402(B) 11=-1481(B) 12=-1481(B) 13=-1481(B) 14=-1481(B) 15=-1481(B) 16=-1481(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 1500058 Truss J Truss Type COMMON Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659135 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:23 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-MV4STukkQ?laJ7aLNKerAHojhh4kXEy5oVfehSzmAbg Scale = 1:56.8 1 2 3 4 5 9 7 6 10 11 8 4x6 2x8 2x8 2x4 3x6 3x6 0-4-8 0-4-8 6-2-4 5-9-12 12-4-8 6-2-4 -1-3-4 1-3-4 6-2-4 6-2-4 12-4-8 6-2-4 13-7-12 1-3-4 1-6-08-8-101-6-014.00 12 Plate Offsets (X,Y): [3:Edge,0-1-14] 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) 0.90 0.57 0.09 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.11 0.00 (loc) 7-8 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 53 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 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)6=550/0-3-8 (min. 0-1-8), 8=587/0-3-8 (min. 0-1-8) Max Uplift6=-98(LC 6), 8=-120(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-412/117, 3-4=-407/112, 2-9=-486/175, 4-6=-479/168 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb) 8=120. 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 12,2015 Job 1500058 Truss JG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659136 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:24 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-rheqgDlMBItRxH8Xx194jUL2g4W0Gg?E19OCEuzmAbf Scale = 1:51.9 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 2x8 4x6 2x8 12-4-8 12-4-8 -1-3-4 1-3-4 6-2-4 6-2-4 12-4-8 6-2-4 13-7-12 1-3-4 1-6-08-8-101-6-014.00 12 Plate Offsets (X,Y): [7:Edge,0-1-14] 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) 0.31 0.12 0.17 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 91 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. WEBS 1 Row at midpt 7-19 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-4-8. (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, 20, 21, 22, 23, 18, 17, 16, 15 except 19=422(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-19/270, 6-7=-36/311, 7-8=-36/311, 8-9=-19/270 WEBS 7-19=-407/0 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) 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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 10) Gable studs spaced at 1-4-0 oc. 11) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 12) 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. 13) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 14) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required.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 12,2015 Job 1500058 Truss JG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659136 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:24 2015 Page 2 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-rheqgDlMBItRxH8Xx194jUL2g4W0Gg?E19OCEuzmAbf 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 Job 1500058 Truss K Truss Type JACK Qty 5 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659137 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:24 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-rheqgDlMBItRxH8Xx194jUL234W5GiaE19OCEuzmAbf Scale = 1:13.8 1 2 5 3 42x4 2x8 1-2-8 1-2-8 -1-3-4 1-3-4 1-2-8 1-2-8 1-0-152-1-01-5-82-1-010.00 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 0.12 0.00 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: 6 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-2-8 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=185/0-3-8 (min. 0-1-8), 4=-3/Mechanical, 3=-14/Mechanical Max Horz 5=115(LC 6) Max Uplift5=-31(LC 6), 4=-22(LC 6), 3=-62(LC 7) Max Grav 5=259(LC 7), 4=16(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) 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4, 3. 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 12,2015 Job 1500058 Truss KGR Truss Type MONO TRUSS Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659138 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:25 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-JuCDtZm?yc?HZRjkVlgJGit7yUtj?9qOFp8lmLzmAbe Scale = 1:13.5 1 2 3 5 4 2x4 2x4 2x4 2x8 0-10-13 0-10-13 -2-0-10 2-0-10 0-10-13 0-10-13 1-4-152-0-48.14 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) 0.66 0.03 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 4 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 8 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 BRACING TOP CHORD Structural wood sheathing directly applied or 0-10-13 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 (lb/size)4=-213/Mechanical, 5=394/0-3-8 (min. 0-1-8) Max Horz 5=5(LC 6) Max Uplift4=-384(LC 7), 5=-251(LC 6) Max Grav 4=163(LC 6), 5=628(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-164/328, 2-5=-560/260 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 4=384, 5=251. 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 12,2015 Job 1500058 Truss L Truss Type MONO W/LEDGER POCKET Qty 4 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659139 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:25 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-JuCDtZm?yc?HZRjkVlgJGitCpUqU?9qOFp8lmLzmAbe Scale = 1:18.1 1 2 3 4 5 2x4 2x4 2x4 4-11-8 4-11-8 -0-11-4 0-11-4 4-11-8 4-11-8 0-5-132-11-96.00 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) 0.35 0.24 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 2-4 2-4 4 l/defl >999 >788 n/a L/d 240 180 n/a PLATES MT20 Weight: 16 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)2=259/0-3-8 (min. 0-1-8), 4=179/0-3-8 (min. 0-1-8) Max Horz 2=54(LC 6) Max Uplift2=-93(LC 6), 4=-57(LC 6) Max Grav 2=262(LC 8), 4=193(LC 8) 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 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 12,2015 Job 1500058 Truss L1 Truss Type MONO W/LEDGER POCKET Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659140 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:26 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-n4mb5vndjw78AbIw3SBYovQHHu7ckc4XUTtIInzmAbd Scale = 1:22.9 1 2 3 4 5 2x4 2x4 2x4 6-7-8 6-7-8 -0-11-4 0-11-4 6-7-8 6-7-8 0-5-133-9-96.00 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) 0.68 0.44 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.24 0.00 (loc) 2-4 2-4 4 l/defl >788 >315 n/a L/d 240 180 n/a PLATES MT20 Weight: 21 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 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=324/0-3-8 (min. 0-1-8), 4=248/0-3-8 (min. 0-1-8) Max Horz 2=62(LC 6) Max Uplift2=-102(LC 6), 4=-73(LC 6) Max Grav 2=330(LC 8), 4=275(LC 8) 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4 except (jt=lb) 2=102. 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 12,2015 Job 1500058 Truss LG Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659141 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:26 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-n4mb5vndjw78AbIw3SBYovQPWuCckc4XUTtIInzmAbd Scale = 1:13.8 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 2x4 2x4 2x4 -0-11-4 0-11-4 3-3-0 3-3-0 0-5-132-1-56.00 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) 0.16 0.12 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.01 0.00 (loc) 1 1 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 11 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 3-3-0 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)4=116/3-3-0 (min. 0-1-8), 2=189/3-3-0 (min. 0-1-8) Max Horz 2=41(LC 6) Max Uplift4=-35(LC 6), 2=-74(LC 6) Max Grav 4=119(LC 8), 2=189(LC 8) 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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 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) 4, 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 12,2015 Job 1500058 Truss PBA Truss Type SPECIAL Qty 8 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659142 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:26 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-n4mb5vndjw78AbIw3SBYovQQruB4kc4XUTtIInzmAbd Scale = 1:16.3 12 3 4 5 3x4 2x4 2x4 0-0-3 0-0-3 4-8-6 4-8-2 4-8-9 0-0-3 2-4-5 2-4-5 4-8-9 2-4-5 0-5-102-9-00-1-100-5-100-1-1014.00 12 Plate Offsets (X,Y): [2:0-2-10,0-1-0], [3:Edge,0-3-1], [4:0-2-10,0-1-0] 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) 0.07 0.15 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 5 4 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 12 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-9 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=166/3-8-2 (min. 0-1-8), 4=166/3-8-2 (min. 0-1-8) Max Uplift2=-39(LC 6), 4=-39(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 12,2015 Job 1500058 Truss PBB Truss Type SPECIAL Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659143 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:27 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-FGKzIFnFUDF?olt6cAinL7ycAIYYT3Khj7dsqDzmAbc Scale = 1:12.8 Sheet Front Full Sheathing 1 Ply 7/16" 4x8 OSB 12 3 4 5 3x4 2x4 2x4 0-0-3 0-0-3 3-6-6 3-6-3 3-6-10 0-0-3 1-9-5 1-9-5 3-6-10 1-9-5 0-5-102-0-140-1-100-5-100-1-1014.00 12 Plate Offsets (X,Y): [2:0-2-10,0-1-0], [3:Edge,0-3-1], [4:0-2-10,0-1-0] 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) 0.03 0.07 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.00 0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 13 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-10 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)2=120/2-6-3 (min. 0-1-8), 4=120/2-6-3 (min. 0-1-8) Max Uplift2=-31(LC 6), 4=-31(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=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 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 12,2015 Job 1500058 Truss PBC Truss Type SPECIAL Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659144 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:27 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-FGKzIFnFUDF?olt6cAinL7ybcIYXT3Khj7dsqDzmAbc Scale = 1:9.9 1 2 3 4 5 6 3x4 3x4 3x4 3x4 0-0-3 0-0-3 4-8-6 4-8-2 4-8-9 0-0-3 0-11-2 0-11-2 3-9-7 2-10-5 4-8-9 0-11-2 0-5-100-11-11-1-00-1-100-5-100-1-100-9-714.00 12 Plate Offsets (X,Y): [2:0-4-0,0-0-10], [3:0-2-2,0-1-8], [4:0-2-2,0-1-8], [5:0-4-0,0-0-10] 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) 0.07 0.07 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 5 5 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 11 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-9 oc purlins, except 2-0-0 oc purlins: 3-4. 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=166/3-8-2 (min. 0-1-8), 5=166/3-8-2 (min. 0-1-8) Max Uplift2=-54(LC 4), 5=-54(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, Lu=50-0-0 3) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 12,2015 Job 1500058 Truss V1 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659145 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:28 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-jStLWbotEXNsQuSIAtE0tKVhYiovCRpqynMPNfzmAbb Scale = 1:75.3 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 5x6 WB 2x4 2x4 2x4 2x4 20-4-14 20-4-14 10-2-7 10-2-7 20-4-14 10-2-7 11-10-1414.00 12 Plate Offsets (X,Y): [1:0-1-5,0-1-8], [3:Edge,0-1-14], [5:0-0-11,0-1-8], [8:0-3-0,0-0-4] 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) 0.44 0.51 0.37 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 86 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-8: 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 *Except* 3-7: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 20-4-14. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 9=-281(LC 6), 6=-281(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=522(LC 7), 6=521(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-382/334, 4-6=-380/333 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281 lb uplift at joint 9 and 281 lb uplift at joint 6. 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 12,2015 Job 1500058 Truss V2 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659146 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:31 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-71ZU8dqlXSlRHMBtr?njVz7Etvr0PqqGelb3z_zmAbY Scale = 1:70.8 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 18-4-14 18-4-14 9-2-7 9-2-7 18-4-14 9-2-7 10-8-1414.00 12 Plate Offsets (X,Y): [3:Edge,0-1-14] 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) 0.31 0.36 0.22 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 76 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-8: 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 *Except* 3-7: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 18-4-14. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 9=-253(LC 6), 6=-253(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=447(LC 7), 6=447(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-331/300, 4-6=-330/300 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 253 lb uplift at joint 9 and 253 lb uplift at joint 6. 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 12,2015 Job 1500058 Truss V3 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659147 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:31 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-71ZU8dqlXSlRHMBtr?njVz7GwvujPrIGelb3z_zmAbY Scale = 1:60.5 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 3x4 2x4 2x4 2x4 2x4 2x4 16-4-14 16-4-14 8-2-7 8-2-7 16-4-14 8-2-7 9-6-1414.00 12 Plate Offsets (X,Y): [3:Edge,0-1-14] 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) 0.18 0.18 0.13 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 67 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 *Except* 1-8: 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 *Except* 3-7: 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-4-14. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 9=-229(LC 6), 6=-229(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=383(LC 7), 6=383(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-288/271, 4-6=-287/271 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 229 lb uplift at joint 9 and 229 lb uplift at joint 6. 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 12,2015 Job 1500058 Truss V4 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659148 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:32 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-cE7sLzrOImtIuWm4PjIy2AgQLJFP8I4QsPKdWRzmAbX Scale = 1:55.6 1 2 3 4 5 8 7 6 9 10 3x4 4x6 3x4 2x4 2x4 2x4 2x4 2x4 14-4-14 14-4-14 7-2-7 7-2-7 14-4-14 7-2-7 8-4-1414.00 12 Plate Offsets (X,Y): [3:Edge,0-1-14] 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) 0.20 0.09 0.16 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 57 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 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 14-4-14. (lb) - Max Uplift All uplift 100 lb or less at joint(s) except 8=-209(LC 6), 6=-209(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=331(LC 7), 6=331(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-253/249, 4-6=-253/249 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 8 and 209 lb uplift at joint 6. 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 12,2015 Job 1500058 Truss V5 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659149 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:32 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-cE7sLzrOImtIuWm4PjIy2AgPuJAp8HUQsPKdWRzmAbX Scale: 1/4"=1’ 1 2 3 4 5 6 3x6 4x6 3x6 2x4 12-4-14 12-4-14 6-2-7 6-2-7 12-4-14 6-2-7 7-2-1414.00 12 Plate Offsets (X,Y): [2:Edge,0-1-14] 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) 0.29 0.38 0.20 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: 42 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 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=280/12-4-14 (min. 0-1-8), 3=280/12-4-14 (min. 0-1-8), 4=382/12-4-14 (min. 0-1-8) Max Uplift1=-53(LC 6), 3=-53(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 lb uplift at joint 1 and 53 lb uplift at joint 3. 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 12,2015 Job 1500058 Truss V6 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659150 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:33 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-4QhEZIs03309WgLGzQpBaOCZmjYttmyZ534A2tzmAbW Scale = 1:40.7 1 2 3 4 5 6 2x8 4x6 2x8 2x4 10-4-14 10-4-14 5-2-7 5-2-7 10-4-14 5-2-7 6-0-1414.00 12 Plate Offsets (X,Y): [1:0-4-4,0-1-0], [2:Edge,0-1-14], [3:0-4-4,0-1-0] 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) 0.35 0.27 0.12 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: 35 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=227/10-4-14 (min. 0-1-8), 3=227/10-4-14 (min. 0-1-8), 4=327/10-4-14 (min. 0-1-8) Max Uplift1=-45(LC 6), 3=-45(LC 6), 4=-8(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 1, 45 lb uplift at joint 3 and 8 lb uplift at joint 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 12,2015 Job 1500058 Truss V7 Truss Type VALLEY Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659151 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:33 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-4QhEZIs03309WgLGzQpBaOCXdjaStnsZ534A2tzmAbW Scale = 1:34.4 1 2 3 4 5 6 2x4 4x6 2x4 2x4 8-4-14 8-4-14 4-2-7 4-2-7 8-4-14 4-2-7 4-10-1414.00 12 Plate Offsets (X,Y): [2:Edge,0-1-14] 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) 0.49 0.17 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: 28 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=194/8-4-14 (min. 0-1-8), 3=194/8-4-14 (min. 0-1-8), 4=234/8-4-14 (min. 0-1-8) Max Uplift1=-58(LC 6), 3=-58(LC 6) Max Grav 1=194(LC 1), 3=194(LC 1), 4=240(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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint 1 and 58 lb uplift at joint 3. 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 12,2015 Job 1500058 Truss V8 Truss Type VALLEY Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659152 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:33 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-4QhEZIs03309WgLGzQpBaOCapjY1tnpZ534A2tzmAbW Scale = 1:16.6 1 2 3 4 5 6 2x8 3x4 3x4 2x8 6-4-14 6-4-14 2-2-2 2-2-2 4-2-12 2-0-10 6-4-14 2-2-2 2-4-122-6-82-4-1214.00 12 Plate Offsets (X,Y): [1:0-4-4,0-1-0], [2:0-2-5,0-1-8], [3:0-2-5,0-1-8], [4:0-4-4,0-1-0] 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) 0.28 0.26 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 16 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=231/6-4-14 (min. 0-1-8), 4=231/6-4-14 (min. 0-1-8) Max Uplift1=-49(LC 6), 4=-49(LC 6) Max Grav 1=326(LC 15), 4=326(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-294/82, 3-4=-294/82 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 49 lb uplift at joint 1 and 49 lb uplift at joint 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) 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 12,2015 Job 1500058 Truss V9 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659153 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:34 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-YcFcmeteqN808pvSX8KQ7blgF6t5cDCjKjpkaJzmAbV Scale = 1:26.7 1 2 3 4 5 6 3x6 4x9 3x6 2x4 13-10-4 13-10-4 6-11-2 6-11-2 13-10-4 6-11-2 4-0-87.00 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) 0.62 0.33 0.12 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: 37 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 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=241/13-10-4 (min. 0-1-10), 3=241/13-10-4 (min. 0-1-10), 4=540/13-10-4 (min. 0-1-10) Max Uplift1=-34(LC 6), 3=-34(LC 6), 4=-10(LC 6) Max Grav 1=245(LC 7), 3=245(LC 8), 4=540(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-349/84 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1, 34 lb uplift at joint 3 and 10 lb uplift at joint 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 12,2015 Job 1500058 Truss V10 Truss Type VALLEY Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659154 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:28 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-jStLWbotEXNsQuSIAtE0tKVj_itOCWdqynMPNfzmAbb Scale = 1:20.2 1 2 3 4 5 6 2x8 4x6 2x8 2x4 9-10-4 9-10-4 4-11-2 4-11-2 9-10-4 4-11-2 2-10-87.00 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) 0.29 0.16 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 25 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=166/9-10-4 (min. 0-1-8), 3=166/9-10-4 (min. 0-1-8), 4=371/9-10-4 (min. 0-1-8) Max Uplift1=-27(LC 6), 3=-27(LC 6), 4=-13(LC 6) Max Grav 1=166(LC 7), 3=166(LC 8), 4=371(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) 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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 lb uplift at joint 1, 27 lb uplift at joint 3 and 13 lb uplift at joint 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 12,2015 Job 1500058 Truss V11 Truss Type VALLEY Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659155 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:28 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-jStLWbotEXNsQuSIAtE0tKVlniooCWaqynMPNfzmAbb Scale = 1:13.4 1 2 3 2x4 3x4 2x4 5-10-4 5-10-4 2-11-2 2-11-2 5-10-4 2-11-2 1-8-87.00 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) 0.17 0.45 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 13 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 5-10-4 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=191/5-10-4 (min. 0-1-8), 3=191/5-10-4 (min. 0-1-8) Max Uplift1=-23(LC 6), 3=-23(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint 1 and 23 lb uplift at joint 3. 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 12,2015 Job 1500058 Truss V12 Truss Type GABLE Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659156 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:30 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-fr?6xHq7m8dafCchIIGUyla2MVYEgI87P5rWRYzmAbZ Scale = 1:66.8 Sheet Front Left Option 7-10-1 1 Ply 7/16" 4x8 OSB 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 31 30 29 28 27 26 25 24 23 22 21 20 19 32 35 33 36 34 38 40 39 37 41 42 43 44 3x4 3x4 4x6 3x4 4x6 7-10-1 7-10-1 21-4-0 13-5-15 -1-3-4 1-3-4 8-10-11 8-10-11 12-5-5 3-6-10 14-10-4 2-4-15 21-4-0 6-5-12 22-7-4 1-3-4 0-7-811-0-00-7-811-0-014.00 12 Plate Offsets (X,Y): [9:0-1-5,Edge], [13:0-1-5,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) 0.36 0.14 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.01 0.01 (loc) 18 18 17 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 280 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2x4 SPF No.2 *Except* 9-13: 2x4 SPF Stud/No.3 BOT CHORD 2x4 SPF No.2 *Except* 2-26: 2x4 SPF Stud/No.3 WEBS 2x4 SPF Stud/No.3 OTHERS 2x4 SPF Stud/No.3 *Except* 10-24,8-25,12-22,14-21: 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, except 2-0-0 oc purlins (6-0-0 max.): 9-13. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 8-25, 14-21 JOINTS 1 Brace at Jt(s): 32, 33, 34, 35, 36 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 21-4-0. (lb) - Max Uplift All uplift 100 lb or less at joint(s) 27, 28, 29, 30, 31 except 20=-165(LC 6), 19=-153(LC 6) Max Grav All reactions 250 lb or less at joint(s) 2, 24, 25, 27, 28, 17, 29, 30, 31, 22, 21, 23 except 20=504(LC 16), 19=534(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 15-20=-432/205, 16-19=-461/207 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, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 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) 27, 28, 29, 30, 31 except (jt=lb) 20=165, 19=153. 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 12,2015 Job 1500058 Truss V13 Truss Type VALLEY Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659157 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:30 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-fr?6xHq7m8dafCchIIGUyla5JVVpgQ37P5rWRYzmAbZ Scale = 1:17.5 1 2 3 2x4 3x4 2x4 4-10-11 4-10-11 2-5-6 2-5-6 4-10-11 2-5-6 2-10-414.00 12 Plate Offsets (X,Y): [2:Edge,0-3-1] 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 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.17 0.35 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: 13 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 4-10-11 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=170/4-10-11 (min. 0-1-8), 3=170/4-10-11 (min. 0-1-8) Max Uplift1=-32(LC 6), 3=-32(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=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 basic load combinations, which include cases with reductions for multiple concurrent live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 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 12,2015 Job 1500058 Truss V14 Truss Type VALLEY Qty 1 Ply 1 SOUTHILL C STANDARD Job Reference (optional) I23659158 7.430 s Jul 25 2013 MiTek Industries, Inc. Wed Feb 11 15:05:30 2015 Page 1 Timberland Lumber Company, Indianapolis, IN 46222 ID:6wSYySsChxEClNJ8ETXMjTzZ3cH-fr?6xHq7m8dafCchIIGUyla79VZmgQ37P5rWRYzmAbZ Scale = 1:11.6 1 2 3 2x4 3x4 2x4 2-10-11 2-10-11 1-5-6 1-5-6 2-10-11 1-5-6 1-8-414.00 12 Plate Offsets (X,Y): [2:Edge,0-3-1] 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 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.05 0.10 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: 7 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 2-10-11 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=90/2-10-11 (min. 0-1-8), 3=90/2-10-11 (min. 0-1-8) Max Uplift1=-17(LC 4), 3=-17(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) This truss has been designed for basic load combinations, which include cases with reductions for multiple concurrent live loads. 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 12,2015 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: