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Home My WebLink AboutLegacy Ridge 43 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 STANDARD SOUTHILL C NEW 2960 Pages or sheets covered by this seal: I20331826 thru I20331873 My license renewal date for the state of Indiana is July 31, 2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 1300064 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 MiTek USA, Inc. April 4,2013 Job 1300064 Truss A Truss Type COMMON Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331826 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:29 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-hxjZrgsNm4ca1xav9UyhcRVSXflGX5joJ7N623zUAGC Scale = 1:61.0 1 2 3 4 5 8 7 6 9 10 4x6 2x8 2x8 4x9 4x12 4x12 7-0-0 7-0-0 14-0-0 7-0-0 -1-2-8 1-2-8 7-0-0 7-0-0 14-0-0 7-0-0 15-2-8 1-2-8 1- 6 - 1 0 9- 8 - 1 0 1- 6 - 1 0 14.00 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) 0.50 0.29 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.07 0.00 (loc) 6-7 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 75 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 *Except* 2-8,4-6: 2 X 6 SPF No.2 BRACING TOP CHORD Sheathed 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)8=628/0-3-8 (min. 0-1-8), 6=628/0-3-8 (min. 0-1-8) Max Horz 8=-249(LC 5) Max Uplift8=-46(LC 7), 6=-46(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-494/79, 4-10=-494/79, 2-8=-560/87, 4-6=-560/86 BOT CHORD 7-8=-309/361 WEBS 3-7=0/260, 2-7=-148/281, 4-7=-154/287 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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 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) 8, 6. 7) 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 April 4,2013 Job 1300064 Truss AG Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331827 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:30 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-A8Hy30t?XNkRe596jCTw8f2fW26oGY1xYn7fbVzUAGB Scale = 1:61.8 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 25 26 2x8 2x8 4x6 2x8 2x8 14-0-0 14-0-0 -1-2-8 1-2-8 7-0-0 7-0-0 14-0-0 7-0-0 15-2-8 1-2-8 1- 6 - 1 0 9- 8 - 1 0 1- 6 - 1 0 14.00 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) 0.35 0.21 0.14 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 106 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 14-0-0. (lb) - Max Horz 24=247(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-202(LC 5), 14=-179(LC 6), 23=-224(LC 6), 15=-210(LC 5) Max Grav All reactions 250 lb or less at joint(s) 24, 14, 20, 21, 22, 23, 18, 17, 16, 15 except 19=313(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 7-19=-297/0 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; 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) All plates are 1x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 21, 22, 18, 17, 16 except (jt=lb) 24=202, 14=179, 23=224, 15=210. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss B Truss Type HIP Qty 2 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331828 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:31 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-eKqKGMtdIhsHGFkIHv_9hsamWSOe?yP5mRsC7yzUAGA Scale = 1:69.2 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 16 17 3x4 4x6 7x12 3x4 3x4 3x8 4x6 3x4 4x6 2x8 4x9 2x8 4x9 8-6-7 8-6-7 13-5-9 4-11-2 22-0-0 8-6-7 -1-2-8 1-2-8 4-4-15 4-4-15 8-6-7 4-1-7 13-5-9 4-11-2 17-7-1 4-1-7 22-0-0 4-4-15 23-2-8 1-2-8 1- 6 - 1 0 11 - 6 - 2 1- 6 - 1 0 11 - 6 - 2 14.00 12 Plate Offsets (X,Y): [5:0-3-2,0-2-0], [6:0-2-11,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) 0.59 0.49 0.33 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.28 0.03 (loc) 11-12 11-12 11 l/defl >999 >938 n/a L/d 240 180 n/a PLATES MT20 Weight: 139 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 *Except* 2-15,9-11: 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed or 5-5-3 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-14, 3-15, 8-11 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)15=950/0-3-8 (min. 0-2-4), 11=950/0-3-8 (min. 0-2-4) Max Horz 15=-292(LC 5) Max Uplift15=-52(LC 7), 11=-52(LC 8) Max Grav 15=1439(LC 17), 11=1439(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-521/144, 3-4=-1089/120, 4-5=-876/155, 5-16=-571/157, 16-17=-571/157, 6-17=-571/157, 6-7=-875/155, 7-8=-1089/120, 8-9=-522/144, 2-15=-589/173, 9-11=-589/173 BOT CHORD 14-15=-156/716, 13-14=-33/570, 12-13=-33/570, 11-12=0/716 WEBS 3-14=-261/196, 5-14=-68/336, 6-12=-85/337, 8-12=-263/196, 3-15=-911/93, 8-11=-910/94 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 11. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss B2 Truss Type HIP Qty 6 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331829 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:32 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-6WOiUiuF3?_8uOJUqcWOD47qLskvkHpE?5cmfOzUAG9 Scale = 1:69.0 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 6x12 6x8 4x6 3x4 2x8 3x4 3x4 3x8 4x6 2x8 4x9 6-6-7 6-6-7 11-5-9 4-11-2 20-0-0 8-6-7 6-6-7 6-6-7 11-5-9 4-11-2 15-7-1 4-1-7 20-0-0 4-4-15 21-2-8 1-2-8 3- 1 0 - 1 0 11 - 6 - 2 1- 6 - 1 0 11 - 6 - 2 14.00 12 Plate Offsets (X,Y): [2:0-4-12,0-1-8], [3:0-3-2,0-2-0] 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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.97 0.49 0.89 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.26 0.02 (loc) 8-9 8-9 8 l/defl >999 >893 n/a L/d 240 180 n/a PLATES MT20 Weight: 128 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 *Except* 1-12: 2 X 6 SPF No.2 BRACING TOP CHORD Sheathed or 5-0-8 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11, 2-9 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)12=782/0-3-8 (min. 0-1-14), 8=869/0-3-8 (min. 0-2-1) Max Horz 12=-336(LC 5) Max Uplift12=-24(LC 8), 8=-48(LC 8) Max Grav 12=1178(LC 17), 8=1314(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-13=-991/92, 2-13=-668/128, 2-14=-473/153, 14-15=-473/153, 3-15=-473/153, 3-4=-726/150, 4-5=-949/115, 5-6=-494/144, 1-12=-1101/64, 6-8=-565/173 BOT CHORD 11-12=-248/342, 10-11=-104/433, 9-10=-104/433, 8-9=0/635 WEBS 3-9=-88/277, 5-9=-288/200, 1-11=-100/375, 5-8=-791/102 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss BA Truss Type SPECIAL Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331830 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:34 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-2vWSvNwWbcEs7iTty1YsJVCLHgM5CD1XSP5tkGzUAG7 Scale = 1:61.9 1 2 3 4 5 6 7 8 910 18 17 16 15 14 13 12 11 19 20 21 22 23 24 25 26 6x6 6x12 4x6 2x4 3x6 3x8 3x8 1x4 3x6 3x8 3x8 4x12 2x4 3x6 2x4 3x6 1-0-10 1-0-10 5-0-10 4-0-0 9-0-10 4-0-0 12-0-5 2-11-11 18-4-4 6-3-15 22-0-0 3-7-12 -0-11-4 0-11-4 1-0-10 1-0-10 5-0-10 4-0-0 9-0-10 4-0-0 12-0-5 2-11-11 15-0-0 2-11-11 18-4-4 3-4-4 22-0-0 3-7-12 22-11-4 0-11-4 1- 2 - 1 4 2- 3 - 1 0 9- 4 - 1 4 1- 2 - 1 4 2- 3 - 1 0 14.00 12 Plate Offsets (X,Y): [3:0-3-15,0-3-0], [5:0-6-0,0-2-4], [7:Edge,0-1-14], [13:0-3-8,0-1-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.30 0.76 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.29 0.06 (loc) 14 14 11 l/defl >999 >911 n/a L/d 240 180 n/a PLATES MT20 Weight: 121 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 4-3-7 oc purlins, except end verticals, and 2-0-0 oc purlins (3-6-5 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 6-12 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)18=849/0-3-8 (min. 0-1-11), 11=911/0-3-8 (min. 0-1-8) Max Horz 18=-235(LC 5) Max Uplift18=-243(LC 7), 11=-86(LC 8) Max Grav 18=1068(LC 19), 11=914(LC 19) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-552/155, 3-19=-362/119, 4-19=-364/119, 4-20=-2608/356, 20-21=-2607/355, 5-21=-2607/355, 5-6=-1750/217, 6-22=-574/138, 7-22=-426/155, 7-23=-784/282, 23-24=-835/267, 8-24=-877/254, 8-9=-887/111, 2-18=-1075/235, 9-11=-889/95 BOT CHORD 17-25=-323/1744, 16-25=-323/1744, 16-26=-323/1744, 15-26=-323/1744, 14-15=-323/1744, 13-14=-327/2579, 12-13=-56/1051 WEBS 4-17=-1565/230, 4-14=-47/960, 5-14=-394/52, 5-13=-1858/330, 6-13=-126/1179, 6-12=-1024/197, 7-12=-277/746, 8-12=-265/211, 2-17=-116/651, 9-12=0/518 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 18=243. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9 lb down and 85 lb up at 1-0-10, 9 lb down and 85 lb up at 3-1-11, 9 lb down and 85 lb up at 5-1-11, and 9 lb down and 85 lb up at 7-1-11, and 9 lb down and 85 lb up at 7-11-4 on top chord, and 53 lb up at 1-0-10, 3 lb up at 3-1-11, 3 lb up at 5-1-11, and 3 lb up at 7-1-11, and 3 lb up at 7-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 April 4,2013 Job 1300064 Truss BA Truss Type SPECIAL Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331830 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:34 2013 Page 2 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-2vWSvNwWbcEs7iTty1YsJVCLHgM5CD1XSP5tkGzUAG7 NOTES 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 3-5=-60, 5-7=-60, 7-9=-60, 9-10=-60, 11-18=-20 Concentrated Loads (lb) Vert: 3=19(F) 15=1(F) 17=6(F) 4=19(F) 16=1(F) 19=19(F) 20=19(F) 21=19(F) 25=1(F) 26=1(F) Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of theerector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardingfabrication, quality control, storage, delivery, erection and bracing, consult 14515 N. Outer Forty, Suite #300 Chesterfield, MO 63017 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Componentavailable from Truss Plate Institute, 781 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information Job 1300064 Truss BB Truss Type SPECIAL Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331831 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:35 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-W54r6jx8MwMjls23Wl35rilNb3jRxltgh2qQGjzUAG6 Scale = 1:62.8 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 8x8 6x12 4x6 4x16 5x6 3x6 1x4 3x6 4x9 2x8 4x12 2-5-13 2-5-13 10-5-13 8-0-0 15-0-0 4-6-3 22-0-0 7-0-0 -0-11-4 0-11-4 2-5-13 2-5-13 10-5-13 8-0-0 15-0-0 4-6-3 22-0-0 7-0-0 22-11-4 0-11-4 1- 2 - 1 4 3- 1 1 - 1 0 9- 4 - 1 4 1- 2 - 1 4 3- 1 1 - 1 0 14.00 12 Plate Offsets (X,Y): [2:0-3-3,0-1-6], [3:0-5-1,0-4-0], [4:0-6-0,0-2-4], [5: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) 0.84 0.63 0.42 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.31 0.03 (loc) 10-12 10-12 8 l/defl >999 >852 n/a L/d 240 180 n/a PLATES MT20 Weight: 120 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 6 SPF No.2 *Except* 4-5,5-7: 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 *Except* 6-8: 2 X 6 SPF No.2 SLIDER Left 2 X 8 SYP No.2 1-6-0 BRACING TOP CHORD Sheathed or 4-8-7 oc purlins, except end verticals, and 2-0-0 oc purlins (3-8-15 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=926/0-3-8 (min. 0-1-12), 8=941/0-3-8 (min. 0-1-8) Max Horz 2=-232(LC 5) Max Uplift2=-77(LC 7), 8=-45(LC 8) Max Grav 2=1127(LC 18), 8=941(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1343/34, 3-14=-1600/99, 14-15=-1599/99, 4-15=-1595/100, 4-16=-1012/115, 5-16=-728/130, 5-17=-708/123, 17-18=-721/96, 6-18=-883/93, 6-8=-865/91 BOT CHORD 2-13=-94/910, 12-13=-94/910, 11-12=-97/909, 10-11=-97/909, 9-10=-51/1588, 8-9=-108/322 WEBS 3-12=0/310, 3-10=-30/948, 4-10=-256/93, 4-9=-1441/152, 5-9=-60/958, 6-9=-117/363 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss BC Truss Type SPECIAL Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331832 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:36 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-_HeDJ3xm7DUaM0dF3SaKOwIZ2T4ZgBBqwiazo9zUAG5 Scale = 1:59.1 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 16 17 18 5x6 6x12 4x6 2x4 3x6 3x4 3x4 4x9 4x6 2x8 4x12 3-10-15 3-10-15 11-10-15 8-0-0 15-0-0 3-1-1 22-0-0 7-0-0 -0-11-4 0-11-4 3-10-15 3-10-15 11-10-15 8-0-0 15-0-0 3-1-1 22-0-0 7-0-0 22-11-4 0-11-4 1- 2 - 1 4 5- 7 - 1 0 9- 4 - 1 4 1- 2 - 1 4 5- 7 - 1 0 14.00 12 Plate Offsets (X,Y): [2:0-2-12,0-1-8], [3:0-2-12,0-1-0], [4:0-6-0,0-2-4] 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) 0.80 0.57 0.48 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.30 0.02 (loc) 10-12 10-12 8 l/defl >999 >869 n/a L/d 240 180 n/a PLATES MT20 Weight: 122 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 3-4: 2 X 6 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 *Except* 2-13: 2 X 4 SPF No.2, 6-8: 2 X 6 SPF No.2 BRACING TOP CHORD Sheathed or 4-4-9 oc purlins, except end verticals, and 2-0-0 oc purlins (5-1-10 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 12-13. WEBS 1 Row at midpt 4-9 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.REACTIONS (lb/size)13=930/0-3-8 (min. 0-1-13), 8=935/0-3-8 (min. 0-1-8) Max Horz 13=-237(LC 5) Max Uplift13=-81(LC 7), 8=-45(LC 8) Max Grav 13=1139(LC 19), 8=935(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1088/58, 3-14=-1006/78, 3-15=-1125/94, 15-16=-1125/94, 4-16=-1125/94, 4-17=-861/117, 5-17=-824/132, 5-18=-769/124, 6-18=-875/94, 2-13=-1128/85, 6-8=-858/91 BOT CHORD 12-13=-246/270, 11-12=-90/737, 10-11=-90/737, 9-10=0/1121, 8-9=-107/319 WEBS 3-10=-52/464, 4-9=-1241/128, 5-9=-89/1094, 2-12=-59/853, 6-9=-106/303 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss BD Truss Type SPECIAL Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331833 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:38 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-xgmzklz0frkIcJmeBtcoTLNuTHmx81M6N034t2zUAG3 Scale = 1:59.4 1 2 3 4 5 6 78 12 11 10 9 13 14 15 16 17 5x9 6x12 4x9 2x4 3x4 4x6 5x9 6x8 6x12 5x6 5x6 5-4-1 5-4-1 13-4-1 8-0-0 22-0-0 8-7-15 -0-11-4 0-11-4 5-4-1 5-4-1 13-4-1 8-0-0 15-0-0 1-7-15 22-0-0 7-0-0 22-11-4 0-11-4 1- 2 - 1 4 7- 3 - 1 0 9- 4 - 1 4 1- 2 - 1 4 7- 3 - 1 0 14.00 12 Plate Offsets (X,Y): [2:Edge,0-1-5], [3:0-5-4,0-1-0], [4:0-6-0,0-2-4], [5:0-5-12,0-2-0], [7:0-8-12,0-0-3] 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) 0.87 0.51 0.76 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.09 -0.24 0.02 (loc) 9-11 9-11 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 130 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2 X 4 SPF-S 2100F 1.8E *Except* 3-4: 2 X 6 SPF No.2, 5-8: 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 SLIDER Right 2 X 8 SYP No.2 5-7-15 BRACING TOP CHORD Sheathed or 5-9-8 oc purlins, except end verticals, and 2-0-0 oc purlins (5-11-3 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-9 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)12=940/0-3-8 (min. 0-1-14), 7=930/0-3-8 (min. 0-1-8) Max Horz 12=235(LC 6) Max Uplift12=-81(LC 7), 7=-42(LC 7) Max Grav 12=1197(LC 19), 7=930(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1074/51, 13-14=-1007/69, 3-14=-965/94, 3-15=-870/103, 15-16=-870/103, 4-16=-870/103, 4-5=-1437/148, 5-17=-846/118, 6-17=-885/85, 6-7=-960/81, 2-12=-1155/101 BOT CHORD 11-12=-258/283, 10-11=-76/698, 9-10=-76/698, 7-9=0/551 WEBS 4-9=-1675/147, 5-9=-88/1719, 2-11=-87/728 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 7. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss BE Truss Type HIP Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331834 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:39 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-PsJLy5_eQ8s9DTLqla810Yw3Eh6Utc1GcgoePUzUAG2 Scale = 1:52.7 1 2 3 4 5 6 7 12 11 10 9 8 13 14 15 16 5x9 5x9 2x8 3x4 4x9 3x4 4x9 4x12 2x8 4x12 6-9-3 6-9-3 15-2-13 8-5-9 22-0-0 6-9-3 -0-11-4 0-11-4 6-9-3 6-9-3 11-0-0 4-2-13 15-2-13 4-2-13 22-0-0 6-9-3 22-11-4 0-11-4 1- 2 - 1 4 8- 1 1 - 1 0 9- 1 - 1 0 1- 2 - 1 4 8- 1 1 - 1 0 14.00 12 Plate Offsets (X,Y): [3:0-5-8,0-1-4], [5:0-5-8,0-1-4] 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) 0.86 0.56 0.22 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.12 -0.30 0.02 (loc) 9-11 9-11 8 l/defl >999 >862 n/a L/d 240 180 n/a PLATES MT20 Weight: 126 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 3-5: 2 X 6 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 *Except* 2-12,6-8: 2 X 6 SPF No.2 BRACING TOP CHORD Sheathed or 4-5-11 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11, 4-9 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)12=932/0-3-8 (min. 0-2-1), 8=932/0-3-8 (min. 0-2-1) Max Horz 12=-228(LC 5) Max Uplift12=-45(LC 7), 8=-45(LC 8) Max Grav 12=1326(LC 17), 8=1326(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1199/14, 3-13=-883/67, 3-14=-613/139, 4-14=-619/138, 4-15=-619/138, 5-15=-613/139, 5-16=-883/67, 6-16=-1199/14, 2-12=-1271/79, 6-8=-1271/78 BOT CHORD 11-12=-280/370, 10-11=-91/762, 9-10=-91/762, 8-9=-96/370 WEBS 3-11=-26/364, 4-11=-328/160, 4-9=-328/159, 5-9=-25/364, 2-11=-102/500, 6-9=-109/500 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12, 8. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss BF Truss Type HIP Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331835 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:40 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-t3tk9R_GBS_0rdw1IIfGYmSI44Tnc2YPrKYBxwzUAG1 Scale = 1:62.1 1 3 4 5 6 7 8 9 10 11 15 14 13 16 17 18 19 3x4 6x6 6x6 3x4 6x12 5x6 5x6 3x4 3x8 1x4 3x4 1x4 6x12 5x6 5x6 8-2-6 8-2-6 13-9-10 5-7-5 22-0-0 8-2-6 -0-11-4 0-11-4 4-2-15 4-2-15 8-2-6 3-11-7 13-9-10 5-7-5 17-9-1 3-11-7 22-0-0 4-2-15 22-11-4 0-11-4 1- 2 - 1 4 10 - 7 - 1 0 10 - 9 - 1 0 1- 2 - 1 4 10 - 7 - 1 0 14.00 12 Plate Offsets (X,Y): [2:0-8-12,0-0-3], [6:0-3-15,0-3-0], [7:0-3-15,0-3-0], [11:0-8-12,0-0-3] 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) 0.60 0.49 0.27 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.19 0.03 (loc) 11-13 11-13 11 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 137 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 SLIDER Left 2 X 8 SYP No.2 3-6-12, Right 2 X 8 SYP No.2 3-6-12 BRACING TOP CHORD Sheathed or 4-11-8 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-15 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=936/0-3-8 (min. 0-2-4), 11=936/0-3-8 (min. 0-2-4) Max Horz2=253(LC 6) Max Uplift2=-42(LC 7), 11=-42(LC 8) Max Grav2=1428(LC 17), 11=1428(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1443/38, 3-4=-1263/74, 4-5=-1122/111, 5-6=-930/144, 6-17=-605/148, 17-18=-605/148, 7-18=-605/148, 7-8=-929/144, 8-9=-1122/111, 9-10=-1263/74, 10-11=-1443/38 BOT CHORD 2-15=-145/761, 14-15=-29/605, 13-14=-29/605, 11-13=0/761 WEBS 4-15=-269/182, 6-15=-51/354, 7-13=-72/355, 9-13=-270/182 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss BG Truss Type HIP Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331836 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:41 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-LFR6Nn?vym6tTnVDs?AV5z?VoUlaLSmZ3_HkUMzUAG0 Scale = 1:71.6 1 2 3 4 5 6 7 8 9 10 11 12 15 14 13 16 17 18 19 3x6 6x6 6x6 3x6 6x14 5x6 5x6 6x12 1x4 3x4 1x4 6x14 5x6 5x6 9-7-8 9-7-8 12-4-8 2-9-0 22-0-0 9-7-8 -0-11-4 0-11-4 4-11-8 4-11-8 9-7-8 4-8-0 12-4-8 2-9-0 17-0-8 4-8-0 22-0-0 4-11-8 22-11-4 0-11-4 1- 2 - 1 4 12 - 3 - 1 0 12 - 5 - 1 0 1- 2 - 1 4 12 - 3 - 1 0 14.00 12 Plate Offsets (X,Y): [6:0-3-15,0-3-0], [7:0-3-15,0-3-0], [14:0-1-12,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.48 0.65 0.46 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.37 0.03 (loc) 11-13 11-13 11 l/defl >999 >706 n/a L/d 240 180 n/a PLATES MT20 Weight: 149 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 SLIDER Left 2 X 8 SYP No.2 4-1-6, Right 2 X 8 SYP No.2 4-1-6 BRACING TOP CHORD Sheathed or 5-0-10 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-15 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=936/0-3-8 (min. 0-2-5), 11=936/0-3-8 (min. 0-2-5) Max Horz 2=294(LC 6) Max Uplift2=-42(LC 7), 11=-42(LC 8) Max Grav 2=1468(LC 17), 11=1468(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=-1546/60, 3-16=-1503/77, 3-4=-1179/102, 4-17=-1212/137, 5-17=-1030/150, 5-6=-980/176, 6-7=-638/171, 7-8=-977/176, 8-18=-1030/150, 9-18=-1212/137, 9-10=-1177/101, 10-19=-1502/77, 11-19=-1546/59 BOT CHORD 2-15=-140/841, 14-15=-25/636, 13-14=-25/636, 11-13=0/842 WEBS 4-15=-346/210, 6-15=-93/396, 7-13=-105/398, 9-13=-349/211 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss BH Truss Type JACK Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331837 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:42 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-pR?Ua60Xi3Ek4x4PQjhkdBYhLuFT4?niIe1I0pzUAG? Scale = 1:15.0 1 2 5 4 3 2x4 3x6 3x4 1-8-3 1-8-3 -1-7-6 1-7-6 1-7-10 1-7-10 1- 2 - 1 4 2- 4 - 3 0- 3 - 8 8.14 12 Plate Offsets (X,Y): [4: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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.43 0.03 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 5 5 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 1-7-10 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=228/0-6-0 (min. 0-1-8), 4=15/Mechanical, 3=-20/Mechanical Max Horz 5=66(LC 7) Max Uplift5=-54(LC 7), 4=-40(LC 7), 3=-91(LC 11) Max Grav 5=312(LC 11), 4=31(LC 4), 3=30(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-296/63 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 4, 3. 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 April 4,2013 Job 1300064 Truss BJ Truss Type JACK Qty 5 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331838 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:43 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-HeZsnS19TNMai5fb_QCzAO4xtIbapSTsXImrYFzUAG_ Scale = 1:15.6 1 2 5 3 42x8 5x6 1-10-8 1-10-8 -0-11-4 0-11-4 1-10-8 1-10-8 0- 1 0 - 1 4 2- 5 - 1 0 10.00 12 Plate Offsets (X,Y): [2:0-4-8,0-1-11], [2:0-9-0,0-5-5] 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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.12 0.04 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 -0.00 (loc) 2 2 3 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 SLIDER Left 2 X 8 SYP No.2 1-3-0 BRACING TOP CHORD Sheathed or 1-10-8 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=145/0-3-8 (min. 0-1-8), 4=19/Mechanical, 3=41/Mechanical Max Horz 2=74(LC 7) Max Uplift2=-6(LC 7), 3=-47(LC 7) Max Grav 2=155(LC 11), 4=37(LC 4), 3=41(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 3. 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 April 4,2013 Job 1300064 Truss C Truss Type MONO W/LEDGER POCKET Qty 4 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331839 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:44 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-lq7E?o1nEhURKEEoX8jCjcd1wit3Yvi?myWO3hzUAFz Scale = 1:18.9 1 2 3 4 5 6 2x8 3x4 2x4 2x4 4-11-8 4-11-8 -1-2-8 1-2-8 4-11-8 4-11-8 0- 8 - 2 3- 1 - 1 4 6.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.42 0.28 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.00 (loc) 2-5 2-5 5 l/defl >999 >718 n/a L/d 240 180 n/a PLATES MT20 Weight: 19 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 SLIDER Left 2 X 4 SPF No.3 2-7-10 BRACING TOP CHORD Sheathed 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=274/0-3-8 (min. 0-1-8), 5=183/0-3-8 (min. 0-1-8) Max Horz 2=91(LC 6) Max Uplift2=-47(LC 7), 5=-24(LC 7) Max Grav 2=278(LC 2), 5=199(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 7) 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 April 4,2013 Job 1300064 Truss C1 Truss Type MONO W/LEDGER POCKET Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331840 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:44 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-lq7E?o1nEhURKEEoX8jCjcdxgiqYYvi?myWO3hzUAFz Scale = 1:24.9 1 2 3 4 5 6 2x8 3x4 3x4 2x4 2x4 6-7-8 6-7-8 -1-2-8 1-2-8 6-7-8 6-7-8 0- 8 - 2 3- 1 1 - 1 4 6.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.82 0.50 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.26 0.00 (loc) 2-5 2-5 5 l/defl >736 >294 n/a L/d 240 180 n/a PLATES MT20 Weight: 25 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 SLIDER Left 2 X 4 SPF No.3 3-6-13 BRACING TOP CHORD Sheathed 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=338/0-3-8 (min. 0-1-8), 5=252/0-3-8 (min. 0-1-8) Max Horz 2=117(LC 6) Max Uplift2=-48(LC 7), 5=-34(LC 7) Max Grav 2=345(LC 2), 5=282(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. 7) 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 April 4,2013 Job 1300064 Truss CG Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331841 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:45 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-D0hdC82P?_dIxOp_5rFRFpAFA5HtHMa8_cGyc8zUAFy Scale = 1:15.6 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 7 6 2x4 2x4 2x8 3x4 1x4 1x4 3-7-8 3-7-8 -1-2-8 1-2-8 3-7-8 3-7-8 0- 8 - 2 2- 5 - 1 4 6.00 12 Plate Offsets (X,Y): [2:0-4-3,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) 0.20 0.05 0.02 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 1 1 6 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 16 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 SLIDER Left 2 X 4 SPF No.3 1-6-8 BRACING TOP CHORD Sheathed or 3-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)6=28/3-7-8 (min. 0-1-8), 2=173/3-7-8 (min. 0-1-8), 7=150/3-7-8 (min. 0-1-8) Max Horz 2=70(LC 6) Max Uplift6=-6(LC 6), 2=-39(LC 7), 7=-24(LC 7) Max Grav 6=32(LC 2), 2=197(LC 11), 7=155(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 7. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss D Truss Type COMMON Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331842 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:46 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:C1774wq1ZbJFPD8ax7c4KjzuA6H-iDE?QU31mIl9ZYOAfZmgo1iOpVUX0m4IDG?V8azUAFx Scale = 1:36.9 1 2 3 4 5 6 7 8 9 10 4x6 5x6 5x9 1x4 1x4 5x6 9-0-0 9-0-0 18-0-0 9-0-0 -0-11-4 0-11-4 4-6-13 4-6-13 9-0-0 4-5-3 13-5-3 4-5-3 18-0-0 4-6-13 18-11-4 0-11-4 0- 6 - 1 0 5- 9 - 1 0 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [8:0-4-8,0-3-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.33 0.60 0.20 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.30 0.03 (loc) 6-8 6-8 6 l/defl >999 >698 n/a L/d 240 180 n/a PLATES MT20 Weight: 66 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 5-5-12 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=775/0-5-8 (min. 0-1-8), 6=770/0-3-8 (min. 0-1-8) Max Horz 2=-129(LC 5) Max Uplift2=-69(LC 7), 6=-67(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-996/79, 3-9=-773/50, 4-9=-702/67, 4-10=-702/66, 5-10=-773/49, 5-6=-1004/81 BOT CHORD 2-8=-52/794, 6-8=-1/806 WEBS 4-8=0/492, 5-8=-267/118, 3-8=-254/116 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6. 7) 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 April 4,2013 Job 1300064 Truss DG Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331843 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:47 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-APoNdq4gXct0BiyNDGHvKEFcqvzLlGcRSwl3g0zUAFw Scale = 1:38.1 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 2625 24 23 22 21 20 19 18 17 16 4x6 3x8 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 - 1 0 5- 9 - 1 0 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [14:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.12 0.05 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 15 15 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 88 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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 Horz 2=-129(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 2, 22, 23, 24, 26, 27, 20, 19, 18, 17, 16, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 21, 22, 23, 24, 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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22, 23, 24, 26, 27, 20, 19, 18, 17, 16, 14. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss DR Truss Type COMMON Qty 1 Ply 2 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331844 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:48 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-ebMlrA5IIv?tosXZmzo8tSonXJHvUiDbhaUcCSzUAFv Scale = 1:35.8 1 2 3 4 5 9 8 7 6 10 11 4x9 4x6 4x9 6x8 4x9 3x6 2x8 3x6 2x8 4-6-13 4-6-13 9-0-0 4-5-3 13-5-3 4-5-3 18-0-0 4-6-13 4-6-13 4-6-13 9-0-0 4-5-3 13-5-3 4-5-3 18-0-0 4-6-13 0- 6 - 1 0 5- 9 - 1 0 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [1:0-9-0,0-0-1], [5:0-9-0,0-0-1] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.12 0.09 0.10 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.01 (loc) 7 7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 203 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 8 SYP No.2 WEBS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=702/0-5-8 (min. 0-1-8), 5=702/0-5-8 (min. 0-1-8) Max Horz 1=124(LC 6) Max Uplift1=-32(LC 7), 5=-32(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1074/59, 2-10=-765/58, 3-10=-700/82, 3-11=-700/82, 4-11=-765/58, 4-5=-1074/60 BOT CHORD 1-9=-46/850, 8-9=-46/850, 7-8=-46/850, 6-7=0/850, 5-6=0/850 WEBS 3-7=-1/436, 4-7=-315/86, 2-7=-315/85 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-05; 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 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, 5. 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 April 4,2013 Job 1300064 Truss E Truss Type SCISSORS Qty 4 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331845 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:49 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-6ow72W5w3D7kQ06lKhJNQfKnAjbmD82kvEE9lvzUAFu Scale = 1:54.9 1 2 3 4 7 6 5 8 9 4x6 6x8 2x8 2x8 6x8 6x8 6-0-0 6-0-0 12-0-0 6-0-0 -1-2-8 1-2-8 6-0-0 6-0-0 12-0-0 6-0-0 1- 6 - 1 0 8- 6 - 1 0 1- 6 - 1 0 3- 3 - 1 5 14.00 12 7.00 12 Plate Offsets (X,Y): [2:Edge,0-1-5], [3:Edge,0-1-14], [4:Edge,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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.77 0.24 0.19 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.07 0.04 (loc) 6-7 6-7 5 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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=554/0-3-8 (min. 0-1-8), 5=464/0-3-8 (min. 0-1-8) Max Horz 7=238(LC 6) Max Uplift7=-41(LC 7), 5=-27(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-629/0, 3-8=-389/13, 3-9=-388/79, 4-9=-628/66, 2-7=-559/167, 4-5=-488/81 BOT CHORD 6-7=-335/339 WEBS 3-6=-30/459, 4-6=-162/355 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7, 5. 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 April 4,2013 Job 1300064 Truss EG Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331846 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:51 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-2A2uTB7AbqNSgJG8S6LrV4PBoWHHh2Z1NYjGpnzUAFs Scale = 1:54.9 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 8 7 6 27 28 4x6 2x8 2x8 5x6 6x8 5x6 6-0-0 6-0-0 12-0-0 6-0-0 -1-2-8 1-2-8 6-0-0 6-0-0 12-0-0 6-0-0 13-2-8 1-2-8 1- 6 - 1 0 8- 6 - 1 0 1- 6 - 1 0 3- 3 - 1 5 14.00 12 7.00 12 Plate Offsets (X,Y): [2:0-2-0,0-0-0], [2:0-2-8,0-1-8], [3:Edge,0-1-14], [4:0-2-8,0-1-8], [4:0-2-0,0-0-0], [13:0-2-0,0-0-8], [22:0-2-0,0-0-8] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.57 0.24 0.18 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.07 0.04 (loc) 6-7 6-7 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 84 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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)8=550/0-3-8 (min. 0-1-8), 6=550/0-3-8 (min. 0-1-8) Max Horz 8=-221(LC 5) Max Uplift8=-42(LC 7), 6=-42(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-27=-621/0, 3-27=-381/0, 3-28=-381/62, 4-28=-621/49, 2-8=-555/153, 4-6=-555/92 BOT CHORD 7-8=-315/367 WEBS 3-7=-6/455, 2-7=0/265, 4-7=-142/381 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; 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) All plates are 1x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Bearing at joint(s) 8, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss F Truss Type COMMON Qty 10 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331847 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:52 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-WMcGgX8oM8VJHTrK?pt41IyLIwWLQTRAbCSqLEzUAFr Scale = 1:54.5 1 2 3 4 5 6 7 8 9 12 11 10 13 143x4 4x9 3x4 5x6 3x6 3x4 1x4 3x4 1x4 5x6 9-4-8 9-4-8 18-7-8 9-2-15 28-0-0 9-4-8 -0-11-4 0-11-4 7-0-13 7-0-13 14-0-0 6-11-3 20-11-3 6-11-3 28-0-0 7-0-13 28-11-4 0-11-4 0- 6 - 1 0 8- 8 - 1 0 0- 6 - 1 0 7.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.59 0.70 0.27 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.50 0.07 (loc) 8-10 8-10 8 l/defl >999 >669 n/a L/d 240 180 n/a PLATES MT20 Weight: 105 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 3-10-6 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. 0-1-13), 8=1173/0-3-8 (min. 0-1-13) Max Horz 2=196(LC 6) Max Uplift2=-85(LC 7), 8=-85(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1689/106, 3-4=-1506/117, 4-13=-1414/131, 5-13=-1396/155, 5-14=-1396/155, 6-14=-1414/131, 6-7=-1506/117, 7-8=-1689/106 BOT CHORD 2-12=-79/1369, 11-12=0/931, 10-11=0/931, 8-10=0/1369 WEBS 5-10=-56/616, 7-10=-384/182, 5-12=-56/616, 3-12=-384/182 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 7) 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 April 4,2013 Job 1300064 Truss FG Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331848 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:53 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:9QFtVcsI5DZzeWHy2YeYP8zuA6F-_ZAeut8Q7SdAvdQWZXOJaVVeUK0o9yeKqsCNugzUAFq Scale = 1:56.3 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 89 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x4 4x6 3x4 3x8 3x8 5x6 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 - 1 0 8- 8 - 1 0 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [24:0-3-8,Edge], [35:0-3-0,0-3-0] 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 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.11 0.04 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.01 (loc) 25 25 24 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 170 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 13-35 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. 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 Horz 2=196(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 24, 36, 37, 38, 39, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26 Max Grav All reactions 250 lb or less at joint(s) 2, 24, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 34, 33, 32, 31, 30, 29, 28, 27, 26 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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 1x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 24, 36, 37, 38, 39, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss GG Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331849 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:55 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-xxHOJZAhf3tu8xavhyQnfwawe7erdtUdIAhUyZzUAFo Scale = 1:62.4 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 2x8 2x8 4x6 2x8 2x8 12-7-0 12-7-0 -0-11-4 0-11-4 6-3-8 6-3-8 12-7-0 6-3-8 13-6-4 0-11-4 1- 3 - 1 0 9- 8 - 5 1- 3 - 1 0 16.00 12 Plate Offsets (X,Y): [7:Edge,0-1-13], [10:0-0-0,0-0-0], [11:0-0-0,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.32 0.20 0.13 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: 97 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-7-0. (lb) - Max Horz 24=252(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 20, 22, 18, 16 except 24=-261(LC 5), 14=-223(LC 6), 21=-105(LC 7), 23=-290(LC 6), 17=-105(LC 8), 15=-268(LC 5) Max Grav All reactions 250 lb or less at joint(s) 20, 21, 22, 23, 18, 17, 16, 15 except 24=384(LC 6), 14=347(LC 5), 19=281(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-267/207 WEBS 7-19=-266/0 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; 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) All plates are 1x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20, 22, 18, 16 except (jt=lb) 24=261, 14=223, 21=105, 23=290, 17=105, 15=268. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss GR Truss Type HOWE Qty 1 Ply 2 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331850 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:56 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-P8rnWvBJPN?km485Efx0C874sXvkM6CmWqQ1U?zUAFn Scale = 1:61.3 1 2 3 4 5 6 7 10 9 8 15 16 11 12 13 144x16 4x6 4x16 4x6 4x6 2x8 3x6 8x8 2x8 3x6 3-0-13 3-0-13 6-3-8 3-2-11 9-6-3 3-2-11 12-7-0 3-0-13 3-0-13 3-0-13 6-3-8 3-2-11 9-6-3 3-2-11 12-7-0 3-0-13 1- 3 - 1 0 9- 8 - 5 1- 3 - 1 0 16.00 12 Plate Offsets (X,Y): [1:0-7-4,Edge], [7:0-9-13,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) 0.42 0.54 0.99 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.09 0.01 (loc) 9 8-9 7 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 211 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 8 SYP No.2 WEBS 2 X 4 SPF No.3 SLIDER Left 2 X 6 SPF No.2 2-7-4, Right 2 X 6 SPF No.2 2-7-4 BRACING TOP CHORD Sheathed or 5-6-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=4919/0-3-8 (min. 0-2-14), 7=5117/0-3-8 (min. 0-3-0) Max Horz 1=-230(LC 5) Max Uplift1=-272(LC 8), 7=-310(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-4257/264, 2-3=-4214/289, 3-15=-3043/272, 4-15=-2905/290, 4-16=-2905/291, 5-16=-3043/272, 5-6=-4214/288, 6-7=-4257/264 BOT CHORD 1-11=-224/2404, 10-11=-224/2404, 10-12=-224/2404, 9-12=-224/2404, 9-13=-115/2405, 8-13=-115/2405, 8-14=-115/2405, 7-14=-115/2405 WEBS 3-10=-108/1799, 4-9=-367/4486, 5-8=-109/1800, 3-9=-1055/207, 5-9=-1055/208 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-6-0 oc. Webs connected as follows: 2 X 4 - 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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-05; 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 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) 1=272, 7=310. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1475 lb down and 81 lb up at 1-3-12, 1475 lb down and 81 lb up at 3-3-12, 1475 lb down and 81 lb up at 5-3-12, 1475 lb down and 81 lb up at 7-3-12, 1475 lb down and 81 lb up at 9-3-12, and 1475 lb down and 81 lb up at 11-3-12, and 179 lb down and 37 lb up at 12-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) 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 April 4,2013 Job 1300064 Truss GR Truss Type HOWE Qty 1 Ply 2 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331850 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:56 2013 Page 2 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-P8rnWvBJPN?km485Efx0C874sXvkM6CmWqQ1U?zUAFn LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-20, 1-4=-60, 4-7=-60 Concentrated Loads (lb) Vert: 7=-179 10=-1475(B) 8=-1475(B) 11=-1475(B) 12=-1475(B) 13=-1475(B) 14=-1475(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 1300064 Truss H Truss Type COMMON Qty 7 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331851 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:57 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-tKP9jFCxAg7bOEjIoMSFkLfB3xBi5hhvlUAb1RzUAFm Scale = 1:70.2 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 9-0-13 9-0-13 18-0-0 8-11-3 26-11-3 8-11-3 36-0-0 9-0-13 -0-11-4 0-11-4 6-1-1 6-1-1 12-0-8 5-11-8 18-0-0 5-11-8 23-11-8 5-11-8 29-10-15 5-11-8 36-0-0 6-1-1 36-11-4 0-11-4 0- 6 - 1 0 11 - 0 - 1 0 0- 6 - 1 0 7.00 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) 0.65 0.81 0.46 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.45 0.13 (loc) 2-16 2-16 10 l/defl >999 >943 n/a L/d 240 180 n/a PLATES MT20 Weight: 153 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 3-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 7-14, 5-14 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. 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 Horz 2=251(LC 6) Max Uplift2=-100(LC 7), 10=-100(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2307/135, 3-4=-2102/118, 4-5=-2007/151, 5-17=-1492/138, 6-17=-1330/171, 6-18=-1330/171, 7-18=-1492/138, 7-8=-2007/151, 8-9=-2102/118, 9-10=-2307/135 BOT CHORD 2-16=-135/1895, 15-16=-38/1573, 14-15=-38/1573, 13-14=0/1573, 12-13=0/1573, 10-12=-26/1895 WEBS 6-14=-62/1049, 7-14=-641/163, 7-12=-7/474, 9-12=-253/148, 5-14=-641/163, 5-16=-7/474, 3-16=-253/148 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 10. 7) 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 April 4,2013 Job 1300064 Truss HG Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331852 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:11:59 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-pjXv8wDBiINJdYtgwnVjqmlgol38ZhlCCnfh5KzUAFk Scale = 1:71.4 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 23 24 25 26 27 28 29 30 31 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 59 603x6 5x6 3x6 3x8 3x6 3x8 3x6 36-0-0 36-0-0 -0-11-4 0-11-4 18-0-0 18-0-0 36-0-0 18-0-0 36-11-4 0-11-4 0- 6 - 1 0 11 - 0 - 1 0 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [10:0-1-10,Edge], [22:0-1-10,Edge], [30:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.12 0.05 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.01 (loc) 31 31 30 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 254 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 16-45, 15-46, 14-47, 13-48, 17-44, 18-43, 19-42 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. 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 Horz 2=251(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 46, 47, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 41, 39, 38, 37, 36, 35, 34, 33, 32, 30 Max Grav All reactions 250 lb or less at joint(s) 2, 45, 46, 47, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 39, 38, 37, 36, 35, 34, 33, 32, 30 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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 46, 47, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 43, 42, 41, 39, 38, 37, 36, 35, 34, 33, 32, 30. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss J Truss Type COMMON Qty 10 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331853 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:00 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-Hv5HMGEpTbWAFiStTV0yM_HjW8ATI23MRROFemzUAFj Scale = 1:72.2 1 2 3 4 5 6 7 8 9 14 13 12 11 10 15 16 3x6 5x6 3x6 5x6 3x6 3x8 3x4 3x4 2x4 3x4 3x4 2x4 5x6 3x6 9-5-13 9-5-13 18-10-0 9-4-3 28-2-3 9-4-3 37-8-0 9-5-13 6-4-6 6-4-6 12-7-3 6-2-13 18-10-0 6-2-13 25-0-12 6-2-13 31-3-9 6-2-13 37-8-0 6-4-7 0- 6 - 1 0 11 - 6 - 7 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [7:0-0-0,0-0-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.64 0.94 0.49 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.18 -0.54 0.14 (loc) 9-10 9-10 9 l/defl >999 >828 n/a L/d 240 180 n/a PLATES MT20 Weight: 157 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 3-2-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-12, 4-12 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. 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, 9=1495/Mechanical Max Horz 1=-261(LC 5) Max Uplift1=-69(LC 7), 9=-69(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2432/147, 2-3=-2216/143, 3-4=-2094/162, 4-15=-1568/146, 5-15=-1398/180, 5-16=-1398/180, 6-16=-1568/146, 6-7=-2095/163, 7-8=-2216/143, 8-9=-2432/147 BOT CHORD 1-14=-153/2002, 13-14=-48/1655, 12-13=-48/1655, 11-12=0/1655, 10-11=0/1655, 9-10=-48/2003 WEBS 5-12=-66/1103, 6-12=-669/172, 6-10=-11/502, 8-10=-274/158, 4-12=-669/172, 4-14=-11/502, 2-14=-274/158 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 9. 7) 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 April 4,2013 Job 1300064 Truss JE Truss Type FINK Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331854 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:01 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-m5egZcFSEve1ss131CXBvBqtCYYW1QIVg58oACzUAFi Scale = 1:75.1 Sheet Front Right Option 9-3-10 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 35 34 33 32 31 30 29 28 27 26 25 47 46 39 37 38 40 41 36 42 43 44 45 483x6 5x6 3x6 5x6 3x6 6x6 3x6 3x4 3x4 5x9 3x8 3x6 9-4-8 9-4-8 18-7-7 9-2-15 28-4-6 9-8-15 37-8-0 9-3-10 -0-11-4 0-11-4 7-0-13 7-0-13 13-8-8 6-7-12 14-0-0 0-3-8 18-10-0 4-10-0 20-11-3 2-1-3 37-8-0 16-8-13 0- 6 - 1 0 11 - 6 - 7 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [24:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.70 0.82 0.74 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.49 0.08 (loc) 2-35 2-35 24 l/defl >999 >691 n/a L/d 240 180 n/a PLATES MT20 Weight: 223 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 3-7-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): 37, 40, 42, 44, 46 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 9-11-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=266(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 29, 28, 27, 26, 25, 24 except 31=-126(LC 8), 30=-456(LC 4) Max Grav All reactions 250 lb or less at joint(s) 29, 28, 27, 26, 25, 24 except 2=1263(LC 2), 31=1495(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1860/83, 3-4=-1677/112, 4-5=-1553/132, 5-6=-388/27, 6-7=-333/15, 7-8=-304/38, 8-9=-270/54, 9-10=-270/68, 10-11=-276/47, 11-12=-270/47, 12-48=-277/41, 13-48=-281/35, 13-14=-294/38, 14-15=-295/38, 15-16=-339/20, 16-17=-351/13, 18-19=-282/53, 19-20=-275/58, 20-21=-274/61, 21-22=-284/63, 22-23=-312/65, 23-24=-371/75 BOT CHORD 2-35=-91/1514, 34-35=-23/1079, 33-34=-23/1079, 32-33=0/1319, 31-32=0/1319, 30-31=-57/312, 29-30=-57/312, 28-29=-57/312, 27-28=-57/312, 26-27=-57/312, 25-26=-57/312, 24-25=-57/312 WEBS 5-47=-1210/145, 46-47=-1204/126, 39-46=-1233/141, 37-39=-1248/148, 37-38=-1227/138, 38-40=-1276/151, 40-41=-1270/150, 36-41=-1344/170, 36-42=-1344/170, 42-43=-1356/174, 43-44=-1373/179, 44-45=-1408/188, 31-45=-1359/177, 3-35=-346/181, 33-40=-381/135, 5-35=-57/583, 5-33=-3/593, 17-31=-538/208 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 29, 28, 27, 26, 25, 24 except (jt=lb) 31=126, 30=456. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss JG Truss Type MODIFIED QUEENPOST Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331855 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:03 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-iUmQ_IGimWul69BR9dZf_cvCIMExVIPo7PdvE5zUAFg Scale = 1:78.6 Sheet Front Right Option 1-3-10 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 28 27 26 25 24 23 29 30 33 34 31 35 36 37 38 32 39 40 41 42 43 44 3x6 5x6 3x6 5x6 3x6 3x6 3x4 3x4 3x8 5x9 3x4 5x6 3x8 3x6 6x6 9-0-13 9-0-13 18-0-0 8-11-3 26-11-3 8-11-3 36-4-6 9-5-3 37-8-0 1-3-10 -0-11-4 0-11-4 6-1-1 6-1-1 12-0-8 5-11-7 17-8-8 5-8-0 18-0-0 0-3-8 18-10-0 0-10-0 23-11-7 5-1-7 29-10-15 5-11-7 37-8-0 7-9-1 0- 6 - 1 0 11 - 6 - 7 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [22:0-3-8,Edge], [31:0-4-0,0-2-4] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.67 0.82 0.83 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.46 0.13 (loc) 2-28 2-28 22 l/defl >999 >947 n/a L/d 240 180 n/a PLATES MT20 Weight: 193 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.3 WEDGE Left: 2 X 4 SPF No.3, Right: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-31, 31-32, 23-32, 5-26, 26-31 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. JOINTS 1 Brace at Jt(s): 31, 32 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1517/0-3-8 (min. 0-2-6), 22=77/1-11-8 (min. 0-2-7), 23=1472/1-11-8 (min. 0-2-7) Max Horz 2=266(LC 6) Max Uplift2=-99(LC 7), 22=-41(LC 4), 23=-209(LC 8) Max Grav 2=1517(LC 1), 22=181(LC 3), 23=1472(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2349/134, 3-4=-2145/131, 4-5=-1981/150, 5-43=-1539/128, 6-43=-1438/160, 6-7=-573/150, 7-8=-626/143, 8-9=-664/125, 9-10=-696/106, 10-44=-668/92, 11-44=-719/85, 11-12=-678/41, 12-13=-688/29, 13-14=-683/8, 14-15=-703/5, 15-16=-747/2, 16-17=-700/0, 17-18=-682/0, 18-19=-713/0, 19-20=-712/0, 20-21=-800/0, 21-22=-585/0 BOT CHORD 2-28=-144/1930, 27-28=-48/1617, 26-27=-48/1617, 25-26=0/1596, 24-25=0/1596, 23-24=-23/1955, 22-23=0/518 WEBS 6-29=-1132/150, 29-30=-1020/117, 30-33=-1033/124, 33-34=-1050/130, 31-34=-1065/135, 31-35=-1463/131, 35-36=-1483/131, 36-37=-1514/140, 37-38=-1510/138, 32-38=-1602/178, 32-39=-1650/203, 39-40=-1710/235, 40-41=-1715/237, 41-42=-1756/254, 23-42=-1713/243, 7-29=-80/278, 5-28=-6/468, 5-26=-628/166, 6-26=-58/1044, 26-31=-628/145, 24-31=-13/472, 24-32=-302/161, 21-23=-400/236 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) All plates are 2x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 22 except (jt=lb) 23=209. Continued on page 2 SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 Job 1300064 Truss JG Truss Type MODIFIED QUEENPOST Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331855 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:03 2013 Page 2 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-iUmQ_IGimWul69BR9dZf_cvCIMExVIPo7PdvE5zUAFg NOTES 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 Job 1300064 Truss PB2 Truss Type SPECIAL Qty 15 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331856 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:04 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-AgKoCeHKXq0cjJmeiL4uWqSWLmmKEyQxM3MSnXzUAFf Scale = 1:16.7 1 2 3 4 5 6 4x6 2x4 2x4 1x4 4-11-2 4-11-2 2-5-9 2-5-9 4-11-2 2-5-9 0- 5 - 1 0 2- 1 0 - 8 0- 1 - 1 0 0- 5 - 1 0 0- 1 - 1 0 14.00 12 Plate Offsets (X,Y): [2:0-2-10,0-1-0], [3:Edge,0-1-14], [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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.07 0.05 0.02 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: 15 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 4-11-2 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=119/3-10-11 (min. 0-1-8), 4=119/3-10-11 (min. 0-1-8), 6=111/3-10-11 (min. 0-1-8) Max Horz 2=59(LC 6) Max Uplift2=-23(LC 7), 4=-27(LC 8) Max Grav 2=119(LC 1), 4=119(LC 1), 6=118(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) 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) 2, 4. 8) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 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 April 4,2013 Job 1300064 Truss V1 Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331857 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:05 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:5oMewItYcqphtqRLAzg0UZzuA6D-etuAP_IyI88TLTLqG2b731?iF96izPf5bj60JzzUAFe Scale = 1:8.5 1 2 3 4 2x4 4x6 2x4 1x4 3-10-4 3-10-4 1-11-2 1-11-2 3-10-4 1-11-2 1- 1 - 8 7.00 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) 0.06 0.04 0.02 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 9 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 3-10-4 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=58/3-10-4 (min. 0-1-8), 3=58/3-10-4 (min. 0-1-8), 4=107/3-10-4 (min. 0-1-8) Max Horz 1=19(LC 4) Max Uplift1=-8(LC 5), 3=-10(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 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 April 4,2013 Job 1300064 Truss V2 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331858 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:13 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-PPNC4jOzPb8KIiyMkjl?OjK?bOnjr1FGQz2RbWzUAFW Scale = 1:16.3 1 2 3 4 5 6 2x4 4x6 2x4 1x4 7-10-4 7-10-4 3-11-2 3-11-2 7-10-4 3-11-2 2- 3 - 8 7.00 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) 0.36 0.22 0.04 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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=141/7-10-4 (min. 0-1-8), 3=141/7-10-4 (min. 0-1-8), 4=261/7-10-4 (min. 0-1-8) Max Horz 1=-46(LC 5) Max Uplift1=-21(LC 7), 3=-24(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) 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 April 4,2013 Job 1300064 Truss V3 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331859 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:13 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-PPNC4jOzPb8KIiyMkjl?OjK1KOocr18GQz2RbWzUAFW Scale = 1:22.9 1 2 3 4 5 8 7 6 9 10 3x4 4x6 3x4 1x4 1x4 1x4 1x4 1x4 11-10-4 11-10-4 5-11-2 5-11-2 11-10-4 5-11-2 3- 5 - 8 7.00 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) 0.25 0.16 0.05 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: 35 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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 11-10-4. (lb) - Max Horz 1=73(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 6, 8 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=296(LC 3), 8=296(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 6, 8. 7) 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 April 4,2013 Job 1300064 Truss V4 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331860 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:14 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-tbxaI3PbAvGBwsXZIRGEwxsBdo81aTqQfdn_7yzUAFV Scale = 1:30.2 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 3x4 1x4 1x4 1x4 1x4 1x4 15-10-4 15-10-4 7-11-2 7-11-2 15-10-4 7-11-2 4- 7 - 8 7.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.27 0.15 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 46 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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 15-10-4. (lb) - Max Horz 1=-100(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 6, 9 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=273(LC 1), 6=348(LC 3), 9=348(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 4-6=-257/115, 2-9=-257/115 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 6, 9. 7) 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 April 4,2013 Job 1300064 Truss V5 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331861 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:15 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-LoVyVPPExCO2Y?5ls8nTT8POnBVpJx3ZuHXXfOzUAFU Scale = 1:21.8 1 2 3 42x4 4x6 2x4 1x4 5-3-7 5-3-7 2-7-11 2-7-11 5-3-7 2-7-11 3- 1 - 0 14.00 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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.18 0.12 0.02 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: 17 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 5-3-7 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)1=116/5-3-7 (min. 0-1-8), 3=116/5-3-7 (min. 0-1-8), 4=141/5-3-7 (min. 0-1-8) Max Horz 1=-66(LC 5) Max Uplift1=-22(LC 8), 3=-18(LC 7) Max Grav 1=116(LC 1), 3=116(LC 1), 4=144(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) 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 April 4,2013 Job 1300064 Truss V6 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331862 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:16 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-p_2LjkQsiWXv99gxPsIi0MybUbsG2OTi7xG5CrzUAFT Scale = 1:12.6 1 2 3 4 2x4 4x6 2x4 1x4 3-3-7 3-3-7 1-7-11 1-7-11 3-3-7 1-7-11 1- 1 1 - 0 14.00 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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.06 0.04 0.01 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 3-3-7 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)1=66/3-3-7 (min. 0-1-8), 3=66/3-3-7 (min. 0-1-8), 4=80/3-3-7 (min. 0-1-8) Max Horz 1=-38(LC 3) Max Uplift1=-12(LC 6), 3=-10(LC 5) Max Grav 1=66(LC 1), 3=66(LC 1), 4=82(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 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 April 4,2013 Job 1300064 Truss V7 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331863 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:17 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-IAcjw4RUTqfmnJF8zZpxYZUm5?CynrtsLb0ekHzUAFS Scale = 1:6.6 1 2 3 4x6 1-3-7 1-3-7 0-7-11 0-7-11 1-3-7 0-7-11 0- 9 - 0 14.00 12 Plate Offsets (X,Y): [1:0-2-9,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) 0.00 0.01 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 3 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 1-3-7 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)1=26/1-3-7 (min. 0-1-8), 3=26/1-3-7 (min. 0-1-8) Max Horz 1=-9(LC 3) Max Uplift1=-1(LC 6), 3=-1(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; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 6) 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 April 4,2013 Job 1300064 Truss V8 Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331864 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:18 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-mNA58QS6E7ndPTqKXHKA5n1sqPYTWHs?aFlCGjzUAFR Scale = 1:15.3 1 2 3 4 5 8 7 6 2x4 4x6 4x6 2x4 1x4 1x4 1x4 1x4 1-8-10 1-8-10 5-11-6 4-2-12 7-8-0 1-8-10 1-8-10 1-8-10 5-11-6 4-2-12 7-8-0 1-8-10 2- 3 - 8 2- 3 - 8 16.00 12 Plate Offsets (X,Y): [2:0-3-2,0-2-0], [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 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.32 0.06 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 25 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 7-8-0. (lb) - Max Horz 1=-49(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5, 7, 8, 6 Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8, 6 except 7=383(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-7=-344/64 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5, 7, 8, 6. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss V9 Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331865 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:19 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-EZkTLmTk?RvU1dPW5_sPd_a_cpnNFjN9pvVloAzUAFQ Scale = 1:29.4 1 2 3 4 5 6 7 8 2x8 4x6 4x6 2x8 1x4 1x4 9-5-0 9-5-0 3-5-10 3-5-10 5-11-6 2-5-12 9-5-0 3-5-10 4- 7 - 8 4- 7 - 8 16.00 12 Plate Offsets (X,Y): [1:0-4-6,0-1-0], [2:0-2-13,Edge], [4:0-2-13,Edge], [5:0-4-6,0-1-0] 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) 0.45 0.46 0.06 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: 31 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=283/9-5-0 (min. 0-1-11), 5=283/9-5-0 (min. 0-1-11), 6=140/9-5-0 (min. 0-1-11) Max Horz 1=-109(LC 5) Max Uplift1=-60(LC 8), 5=-59(LC 8) Max Grav 1=519(LC 16), 5=519(LC 16), 6=264(LC 15) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-7=-543/96, 2-7=-350/114, 4-8=-350/111, 5-8=-543/94 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss V10 Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331866 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:06 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-63SZcKJa3RGKzdv0ql7McFXigZQbiqoEpNrZrQzUAFd Scale = 1:41.2 1 2 3 4 5 6 7 10 9 8 11 12 13 14 3x4 6x6 5x6 3x4 1x4 1x4 1x4 1x4 1x4 11-2-0 11-2-0 5-2-10 5-2-10 5-11-6 0-8-12 11-2-0 5-2-10 6- 1 1 - 8 6- 1 1 - 8 16.00 12 Plate Offsets (X,Y): [3:0-2-13,Edge], [5:0-2-13,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) 0.72 0.19 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 43 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 11-2-0. (lb) - Max Horz 1=-168(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-112(LC 5), 10=-206(LC 7), 8=-206(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 9 except 10=481(LC 16), 8=481(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-403/94, 6-14=-403/85 WEBS 2-10=-430/257, 6-8=-430/257 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) Provide adequate drainage to prevent water ponding. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 7 except (jt=lb) 1=112, 10=206, 8=206. 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 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 April 4,2013 Job 1300064 Truss V11 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331867 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:06 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-63SZcKJa3RGKzdv0ql7McFXomZQeiruEpNrZrQzUAFd Scale = 1:55.6 1 2 3 4 5 8 7 6 9 10 3x4 4x6 3x4 1x4 1x4 1x4 1x4 1x4 12-11-0 12-11-0 6-5-8 6-5-8 12-11-0 6-5-8 8- 7 - 5 16.00 12 Plate Offsets (X,Y): [3:Edge,0-1-13] 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) 0.33 0.18 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 54 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 12-11-0. (lb) - Max Horz 1=-207(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-219(LC 7), 6=-219(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=288(LC 2), 6=288(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-219/257, 4-6=-219/257 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 8=219 , 6=219. 7) 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 April 4,2013 Job 1300064 Truss V12 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331868 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:07 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-aF0xqgJCqlOBanUDOTeb8S4z4zl4RI0O21b6NszUAFc Scale = 1:62.9 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 3x4 1x4 1x4 1x4 1x4 1x4 14-8-0 14-8-0 7-4-0 7-4-0 14-8-0 7-4-0 9- 9 - 5 16.00 12 Plate Offsets (X,Y): [3:Edge,0-1-13] 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) 0.36 0.17 0.09 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: 63 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 14-8-0. (lb) - Max Horz 1=236(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-246(LC 7), 6=-246(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=324(LC 2), 6=324(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-238/277, 4-6=-238/276 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=246 , 6=246. 7) 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 April 4,2013 Job 1300064 Truss V13 Truss Type VALLEY Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331869 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:08 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-2RaJ1?Krb3W1Cw3PxA9qhgd9RN4NAkGXHhKgwIzUAFb Scale = 1:73.2 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 3x4 1x4 1x4 1x4 1x4 1x4 16-5-0 16-5-0 8-2-8 8-2-8 16-5-0 8-2-8 10 - 1 1 - 5 16.00 12 Plate Offsets (X,Y): [3:Edge,0-1-13] 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) 0.32 0.23 0.15 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: 72 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed 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 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 16-5-0. (lb) - Max Horz 1=266(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-282(LC 7), 6=-281(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 9=373(LC 2), 6=373(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-262/167 WEBS 2-9=-268/308, 4-6=-268/308 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 5 except (jt=lb) 9=282 , 6=281. 7) 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 April 4,2013 Job 1300064 Truss V14 Truss Type GABLE Qty 1 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331870 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:09 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-Xe7hFLLTMMeuq4ebVug3Dt9IlnOIvAwgWL4DSlzUAFa Scale = 1:80.9 1 2 3 4 5 6 7 11 10 9 8 12 133x4 4x6 3x4 3x6 3x4 1x4 1x4 2x4 1x4 2x4 3x6 18-2-0 18-2-0 9-1-0 9-1-0 18-2-0 9-1-0 12 - 1 - 5 16.00 12 Plate Offsets (X,Y): [4:Edge,0-1-13] 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) 0.41 0.38 0.25 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 7 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 81 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-9 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 18-2-0. (lb) - Max Horz 1=295(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 10=-324(LC 7), 8=-324(LC 8) Max Grav All reactions 250 lb or less at joint(s) 1, 9, 7 except 10=431(LC 2), 8=431(LC 3) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-281/181 WEBS 2-10=-305/347, 6-8=-305/346 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 10=324, 8=324. 7) 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 April 4,2013 Job 1300064 Truss V15 Truss Type VALLEY Qty 2 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331871 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:10 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-?qh3ShM56gmlREDo3bBIm5iQ3Adaeb5qk?pn_BzUAFZ Scale = 1:78.9 1 2 3 4 5 8 7 6 9 3x4 3x6 3x6 2x4 1x4 1x4 1x4 1x4 9-11-8 9-11-8 9-11-8 9-11-8 13 - 3 - 5 16.00 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) 0.63 0.82 0.32 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 55 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 9-11-8. (lb) - Max Horz 1=380(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 6=-153(LC 6), 1=-231(LC 5), 7=-278(LC 7), 8=-198(LC 7) Max Grav All reactions 250 lb or less at joint(s) 6 except 1=391(LC 6), 7=361(LC 2), 8=262(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-485/293, 2-3=-385/293 WEBS 3-7=-278/258, 2-8=-198/270 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift at joint 6, 231 lb uplift at joint 1, 278 lb uplift at joint 7 and 198 lb uplift at joint 8. 7) 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 April 4,2013 Job 1300064 Truss V16 Truss Type VALLEY Qty 2 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331872 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:11 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-T0FSg1Mjt_uc3Oo_dJiXJIEa0ax3N6SzzfZKWdzUAFY Scale = 1:83.0 1 2 3 4 5 8 7 6 9 3x4 3x8 3x6 3x4 1x4 1x4 1x4 1x4 10-10-0 10-10-0 10-10-0 10-10-0 14 - 5 - 5 16.00 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) 0.68 0.94 0.12 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 6 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 61 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 WEBS 2 X 4 SPF-S 2100F 1.8E OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6, 4-7 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-10-0. (lb) - Max Horz 1=415(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 6=-167(LC 6), 1=-229(LC 5), 7=-277(LC 7), 8=-218(LC 7) Max Grav All reactions 250 lb or less at joint(s) except 6=253(LC 5), 1=412(LC 6), 7=357(LC 2), 8=288(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-504/319, 2-3=-396/305, 3-4=-361/310 WEBS 4-7=-277/249, 2-8=-210/278 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; Pf=20.0 psf (flat roof snow); Category II; Exp B; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 6, 229 lb uplift at joint 1, 277 lb uplift at joint 7 and 218 lb uplift at joint 8. 7) 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 April 4,2013 Job 1300064 Truss V17 Truss Type GABLE Qty 2 Ply 1 STANDARD SOUTHILL C NEW 2960 Job Reference (optional) I20331873 7.250 s Aug 25 2011 MiTek Industries, Inc. Thu Apr 04 07:12:12 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Fr8qjX7u511qmZgdxrUceKztBzI-xDpqtNNLeH0ThYNAA0EmrWnqz_VE6XI7CJIt33zUAFX Scale = 1:79.1 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 18 17 16 15 14 13 12 11 19 22 20 21 3x4 2x8 4x9 3x4 11-1-12 11-1-12 11-1-12 11-1-12 14 - 1 0 - 5 16.00 12 Plate Offsets (X,Y): [19:0-3-8,0-2-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.35 0.04 0.21 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 11 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 106 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.3 BOT CHORD 2 X 4 SPF No.3 WEBS 2 X 4 SPF No.3 OTHERS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 11-12. WEBS 1 Row at midpt 7-13, 6-14 with 2 X 4 SPF No.2 with 2 - 10d (0.131"x3") nails and cross brace spacing of 20-0-0 oc. JOINTS 1 Brace at Jt(s): 19, 20, 21, 22 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide.REACTIONS All bearings 11-1-12. (lb) - Max Horz 1=364(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 13, 14, 15, 16, 17 except 1=-185(LC 5), 12=-142(LC 6), 18=-101(LC 7) Max Grav All reactions 250 lb or less at joint(s) 11, 12, 13, 14, 15, 16, 17, 18 except 1=456(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-570/259, 2-3=-473/243, 3-4=-383/229, 4-5=-327/215, 5-6=-276/200 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=30ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-05; 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) All plates are 1x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 14, 15, 16, 17 except (jt=lb) 1=185, 12=142, 18=101. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. LOAD CASE(S) Standard SHEATHING SHOWN IS NOT PART OF COMPONENT DESIGN. 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 April 4,2013 e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 P R O D U C T C O D E A P P R O V A L S J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G L A T E R A L B R A C I N G L O C A T I O N I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . I n d i c a t e d b y s y m b o l s h o w n a n d / o r b y t e x t i n t h e b r a c i n g s e c t i o n o f t h e o u t p u t . U s e T o r I b r a c i n g i f i n d i c a t e d . T h e f i r s t d i m e n s i o n i s t h e p l a t e w i d t h m e a s u r e d p e r p e n d i c u l a r t o s l o t s . S e c o n d d i m e n s i o n i s t h e l e n g t h p a r a l l e l t o s l o t s . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - C e n t e r p l a t e o n j o i n t u n l e s s x , y o f f s e t s a r e i n d i c a t e d . D i m e n s i o n s a r e i n f t - i n - s i x t e e n t h s . A p p l y p l a t e s t o b o t h s i d e s o f t r u s s a n d f u l l y e m b e d t e e t h . 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m 1 . A d d i t i o n a l s t a b i l i t y b r a c i n g f o r t r u s s s y s t e m , e . g . d i a g o n a l o r X - b r a c i n g , i s a l w a y s r e q u i r e d . S e e B C S I . 2 . T r u s s b r a c i n g m u s t b e d e s i g n e d b y a n e n g i n e e r . F o r w i d e t r u s s s p a c i n g , i n d i v i d u a l l a t e r a l b r a c e s t h e m s e l v e s m a y r e q u i r e b r a c i n g , o r a l t e r n a t i v e T o r I b r a c i n g s h o u l d b e c o n s i d e r e d . 3 . N e v e r e x c e e d t h e d e s i g n l o a d i n g s h o w n a n d n e v e r s t a c k m a t e r i a l s o n i n a d e q u a t e l y b r a c e d t r u s s e s . 4 . P r o v i d e c o p i e s o f t h i s t r u s s d e s i g n t o t h e b u i l d i n g d e s i g n e r , e r e c t i o n s u p e r v i s o r , p r o p e r t y o w n e r a n d a l l o t h e r i n t e r e s t e d p a r t i e s . 5 . C u t m e m b e r s t o b e a r t i g h t l y a g a i n s t e a c h o t h e r . 6 . P l a c e p l a t e s o n e a c h f a c e o f t r u s s a t e a c h j o i n t a n d e m b e d f u l l y . K n o t s a n d w a n e a t j o i n t l o c a t i o n s a r e r e g u l a t e d b y A N S I / T P I 1 . 7 . D e s i g n a s s u m e s t r u s s e s w i l l b e s u i t a b l y p r o t e c t e d f r o m t h e e n v i r o n m e n t i n a c c o r d w i t h A N S I / T P I 1 . 8 . U n l e s s o t h e r w i s e n o t e d , m o i s t u r e c o n t e n t o f l u m b e r s h a l l n o t e x c e e d 1 9 % a t t i m e o f f a b r i c a t i o n . 9 . U n l e s s e x p r e s s l y n o t e d , t h i s d e s i g n i s n o t a p p l i c a b l e f o r u s e w i t h f i r e r e t a r d a n t , p r e s e r v a t i v e t r e a t e d , o r g r e e n l u m b e r . 1 0 . C a m b e r i s a n o n - s t r u c t u r a l c o n s i d e r a t i o n a n d i s t h e r e s p o n s i b i l i t y o f t r u s s f a b r i c a t o r . G e n e r a l p r a c t i c e i s t o c a m b e r f o r d e a d l o a d d e f l e c t i o n . 1 1 . P l a t e t y p e , s i z e , o r i e n t a t i o n a n d l o c a t i o n d i m e n s i o n s i n d i c a t e d a r e m i n i m u m p l a t i n g r e q u i r e m e n t s . 1 2 . L u m b e r u s e d s h a l l b e o f t h e s p e c i e s a n d s i z e , a n d i n a l l r e s p e c t s , e q u a l t o o r b e t t e r t h a n t h a t s p e c i f i e d . 1 3 . T o p c h o r d s m u s t b e s h e a t h e d o r p u r l i n s p r o v i d e d a t s p a c i n g i n d i c a t e d o n d e s i g n . 1 4 . B o t t o m c h o r d s r e q u i r e l a t e r a l b r a c i n g a t 1 0 f t . s p a c i n g , o r l e s s , i f n o c e i l i n g i s i n s t a l l e d , u n l e s s o t h e r w i s e n o t e d . 1 5 . C o n n e c t i o n s n o t s h o w n a r e t h e r e s p o n s i b i l i t y o f o t h e r s . 1 6 . D o n o t c u t o r a l t e r t r u s s m e m b e r o r p l a t e w i t h o u t p r i o r a p p r o v a l o f a n e n g i n e e r . 1 7 . I n s t a l l a n d l o a d v e r t i c a l l y u n l e s s i n d i c a t e d o t h e r w i s e . 1 8 . U s e o f g r e e n o r t r e a t e d l u m b e r m a y p o s e u n a c c e p t a b l e e n v i r o n m e n t a l , h e a l t h o r p e r f o r m a n c e r i s k s . C o n s u l t w i t h p r o j e c t e n g i n e e r b e f o r e u s e . 1 9 . R e v i e w a l l p o r t i o n s o f t h i s d e s i g n ( f r o n t , b a c k , w o r d s a n d p i c t u r e s ) b e f o r e u s e . R e v i e w i n g p i c t u r e s a l o n e i s n o t s u f f i c i e n t . 2 0 . D e s i g n a s s u m e s m a n u f a c t u r e i n a c c o r d a n c e w i t h A N S I / T P I 1 Q u a l i t y C r i t e r i a . F a i l u r e t o F o l l o w C o u l d C a u s e P r o p e r t y D a m a g e o r P e r s o n a l I n j u r y G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s ( D r a w i n g s n o t t o s c a l e ) © 2 0 1 2 M i T e k ® A l l R i g h t s R e s e r v e d M i T e k E n g i n e e r i n g R e f e r e n c e S h e e t : M I I - 7 4 7 3 r e v . 0 2 / 2 6 / 2 0 1 3 W E B S e d g e o f t r u s s . f r o m o u t s i d e " 1 6 / 1 - 0 I C C - E S R e p o r t s : E S R - 1 3 1 1 , E S R - 1 3 5 2 , E S R 1 9 8 8 E R - 3 9 0 7 , E S R - 2 3 6 2 , E S R - 1 3 9 7 , E S R - 3 2 8 2 J O I N T S A R E G E N E R A L L Y N U M B E R E D / L E T T E R E D C L O C K W I S E A R O U N D T H E T R U S S S T A R T I N G A T T H E J O I N T F A R T H E S T T O T H E L E F T . C H O R D S A N D W E B S A R E I D E N T I F I E D B Y E N D J O I N T N U M B E R S / L E T T E R S . W 4 - 6 W3-6 W 3 - 7 W2-7 W 1 - 7 C1-8 C 5 - 6 C 6 - 7 C 7 - 8 C4-5 C 3 - 4 C 2 - 3 C 1 - 2 TOP CHORD TOP CHORD 8 7 6 5 4 3 2 1 B O T T O M C H O R D S T O P C H O R D S B E A R I N G I n d i c a t e s l o c a t i o n w h e r e b e a r i n g s ( s u p p o r t s ) o c c u r . I c o n s v a r y b u t r e a c t i o n s e c t i o n i n d i c a t e s j o i n t n u m b e r w h e r e b e a r i n g s o c c u r . 4 x 4 P L A T E S I Z E T h i s s y m b o l i n d i c a t e s t h e r e q u i r e d d i r e c t i o n o f s l o t s i n c o n n e c t o r p l a t e s . " 1 6 / 1 F o r 4 x 2 o r i e n t a t i o n , l o c a t e p l a t e s 0 - 1 " 4 / 3 P L A T E L O C A T I O N A N D O R I E N T A T I O N S y m b o l s N u m b e r i n g S y s t e m G e n e r a l S a f e t y N o t e s * P l a t e l o c a t i o n d e t a i l s a v a i l a b l e i n M i T e k 2 0 / 2 0 s o f t w a r e o r u p o n r e q u e s t . I n d u s t r y S t a n d a r d s : A N S I / T P I 1 : N a t i o n a l D e s i g n S p e c i f i c a t i o n f o r M e t a l P l a t e C o n n e c t e d W o o d T r u s s C o n s t r u c t i o n . D S B - 8 9 : D e s i g n S t a n d a r d f o r B r a c i n g . B C S I : B u i l d i n g C o m p o n e n t S a f e t y I n f o r m a t i o n , G u i d e t o G o o d P r a c t i c e f o r H a n d l i n g , I n s t a l l i n g & B r a c i n g o f M e t a l P l a t e C o n n e c t e d W o o d T r u s s e s . 6 - 4 - 8 d i m e n s i o n s s h o w n i n f t - i n - s i x t e e n t h s W E B S S Y P r e p r e s e n t s v a l u e s a s p u b l i s h e d b y A W C i n t h e 2 0 0 5 / 2 0 1 2 N D S S P r e p r e s e n t s A L S C a p p r o v e d / n e w v a l u e s w i t h e f f e c t i v e d a t e o f J u n e 1 , 2 0 1 3 S o u t h e r n P i n e l u m b e r d e s i g n a t i o n s a r e a s f o l l o w s :