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HomeMy WebLinkAboutLegacy Ridge 79 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. Garcia, Juan Pages or sheets covered by this seal: I20426501 thru I20426539 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. Southhill_A_NEW 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 MiTek USA, Inc. April 24,2013 Job SOUTHHILL_A_NEW Truss A Truss Type COMMON Qty 1 Ply 1 Job Reference (optional) I20426501 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:31:57 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-pYx0oMndee_d6rSfN6uDmf4MBhetpnA1xG2JbIzNpvW 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 (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss AG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426502 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:31:58 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-IlVP?ioFPx6Uk?1rxpQSJtcZB5?PYEUAAwns7kzNpvV 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 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 (13) 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. 13) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss B Truss Type HIP Qty 9 Ply 1 Job Reference (optional) I20426503 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:31:59 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-mx3nD2ouAFFLM9b2UXxhr49gBVHFHetKPaXQfAzNpvU 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 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 (10) 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. 10) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss B1 Truss Type COMMON Qty 3 Ply 1 Job Reference (optional) I20426504 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:01 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:C1774wq1ZbJFPD8ax7c4KjzuA6H-iKBXejq8isV3bSlQcxz9xVE3rI?blWodsu0Wk3zNpvS Scale = 1:77.3 1 2 3 4 5 6 7 8 9 10 13 12 11 14 153x4 4x6 3x4 4x12 5x6 5x6 3x4 3x4 1x4 3x4 1x4 4x12 5x6 5x6 7-5-3 7-5-3 14-6-13 7-1-11 22-0-0 7-5-3 5-7-12 5-7-12 11-0-0 5-4-4 16-4-4 5-4-4 22-0-0 5-7-12 22-11-4 0-11-4 1- 0 - 1 4 12 - 0 - 1 4 1- 0 - 1 4 12.00 12 Plate Offsets (X,Y): [1:0-7-15,Edge], [9:0-7-15,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.39 0.37 0.49 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.13 0.02 (loc) 9-11 1-13 9 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 130 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 4-2-0, Right 2 X 8 SYP No.2 4-2-0 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=879/0-3-8 (min. 0-1-8), 9=937/0-3-8 (min. 0-1-8) Max Horz 1=-276(LC 5) Max Uplift1=-27(LC 8), 9=-50(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-975/66, 2-3=-778/93, 3-4=-859/182, 4-14=-753/202, 5-14=-712/223, 5-15=-695/221, 6-15=-751/200, 6-7=-857/180, 7-8=-776/94, 8-9=-975/67 BOT CHORD 1-13=-77/594, 12-13=-6/423, 11-12=-6/423, 9-11=0/592 WEBS 5-11=-155/396, 5-13=-157/404, 3-13=-252/241 NOTES (8) 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) 1, 9. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss B2 Truss Type HIP Qty 6 Ply 1 Job Reference (optional) I20426505 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:03 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-eiII3PsODUlnqmvpjM?d0wKFF6eDDK0vKCVdoxzNpvQ 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 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 (10) 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. 10) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss BG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426506 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:05 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:jsUcluFCZYGUQgQi50NJkCzu7yt-b5Q2T5tel5?V443Brn255LPhgwKfhMMCnW_ktqzNpvO Scale = 1:76.3 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 5354 3x4 4x6 7x12 3x4 3x4 3x8 4x6 3x4 4x6 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 8x8 1x4 1x4 1x4 1x4 2x8 4x9 2x8 4x9 1x4 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], [40:Edge,0-7-0] 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) 0.59 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: 263 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 OTHERS 2 X 4 SPF No.3 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 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, 5-53=-571/157, 53-54=-571/157, 6-54=-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 (13) 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, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 15, 11. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss C Truss Type MONO W/LEDGER POCKET Qty 4 Ply 1 Job Reference (optional) I20426507 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:06 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:C1774wq1ZbJFPD8ax7c4KjzuA6H-3H_QhRuHWP7MiDeOPVZKeZythJi8QthM0AjHPGzNpvN Scale = 1:13.3 1 2 3 4 5 2x8 2x4 2x4 5-11-8 5-11-8 -0-11-4 0-11-4 5-11-8 5-11-8 0- 3 - 1 4 1- 9 - 1 2 3.00 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) 0.57 0.35 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.15 0.00 (loc) 2-4 2-4 4 l/defl >999 >440 n/a L/d 240 180 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 BRACING TOP CHORD Sheathed or 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=298/0-3-8 (min. 0-1-8), 4=220/0-3-8 (min. 0-1-8) Max Horz 2=51(LC 6) Max Uplift2=-54(LC 5), 4=-19(LC 7) Max Grav 2=304(LC 2), 4=240(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (8) 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 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss C1 Truss Type MONO W/LEDGER POCKET Qty 6 Ply 1 Job Reference (optional) I20426508 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:07 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:C1774wq1ZbJFPD8ax7c4KjzuA6H-XUYounvvHiFCJNDayC4ZAmU6Yj4e9KwVEqTrxizNpvM Scale = 1:10.6 1 2 3 4 5 2x8 2x4 2x4 4-7-8 4-7-8 -0-11-4 0-11-4 4-7-8 4-7-8 0- 3 - 1 4 1- 5 - 1 2 3.00 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) 0.31 0.20 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.05 0.00 (loc) 2-4 2-4 4 l/defl >999 >984 n/a L/d 240 180 n/a PLATES MT20 Weight: 13 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 4-7-8 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)2=246/0-3-8 (min. 0-1-8), 4=165/0-3-8 (min. 0-1-8) Max Horz 2=40(LC 6) Max Uplift2=-51(LC 5), 4=-13(LC 7) Max Grav 2=250(LC 2), 4=176(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (8) 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 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 4. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss CG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426509 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:07 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:C1774wq1ZbJFPD8ax7c4KjzuA6H-XUYounvvHiFCJNDayC4ZAmU4Yj3O9ImVEqTrxizNpvM Scale = 1:13.3 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 6 5 7 2x8 2x4 2x4 1x4 1x4 5-11-8 5-11-8 -0-11-4 0-11-4 5-11-8 5-11-8 0- 3 - 1 4 1- 9 - 1 2 3.00 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) 0.44 0.28 0.14 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 0.01 0.00 (loc) 1 1 5 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 17 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 5-11-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=230/5-11-8 (min. 0-1-8), 5=-476/5-11-8 (min. 0-1-8), 6=768/5-11-8 (min. 0-1-8) Max Horz 2=51(LC 6) Max Uplift2=-44(LC 5), 5=-502(LC 2), 6=-65(LC 7) Max Grav 2=232(LC 2), 5=39(LC 5), 6=818(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-118/371 WEBS 3-6=-611/189 NOTES (11) 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 20.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6 except (jt=lb) 5=502. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss D Truss Type COMMON Qty 1 Ply 1 Job Reference (optional) I20426510 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:09 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:C1774wq1ZbJFPD8ax7c4KjzuA6H-TsgZJSw9pKVwZhMz4d61FBZRkXfzdBIoi8yy0bzNpvK 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 (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss DG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426511 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:10 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-x3ExXoxnaddnArx9eKdGoP6glx8oMhqxxohVY1zNpvJ 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 (12) 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. 12) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss DR Truss Type COMMON Qty 1 Ply 2 Job Reference (optional) I20426512 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:12 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-tRLhyUz16FtVQ95YllgktqBp6kj7qQ7EO6AcdwzNpvH Scale = 1:35.8 1 2 3 4 5 9 8 7 6 10 11 12 13 14 15 16 17 18 6x12 5x9 6x12 8x8 12x12 4x9 3x10 4x9 3x10 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): [1:0-1-14,0-3-0], [5:0-1-14,0-3-0], [7:0-6-0,0-7-4] 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) 0.90 0.50 0.71 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.28 0.05 (loc) 6-7 6-7 5 l/defl >999 >759 n/a L/d 240 180 n/a PLATES MT20 Weight: 232 lb FT = 0% GRIP 169/123 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 10 SYP 2400F 2.0E WEBS 2 X 4 SPF No.3 *Except* 3-7: 2 X 4 SPF-S 2100F 1.8E BRACING TOP CHORD Sheathed or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=9200/0-5-8 (min. 0-3-13), 5=8713/0-5-8 (min. 0-3-10) Max Horz 1=-122(LC 5) Max Uplift1=-388(LC 7), 5=-367(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12000/514, 2-10=-8950/408, 3-10=-8842/423, 3-11=-8842/423, 4-11=-8949/408, 4-5=-12165/522 BOT CHORD 1-12=-435/10181, 12-13=-435/10181, 9-13=-435/10181, 8-9=-435/10181, 8-14=-435/10181, 7-14=-435/10181, 7-15=-393/10321, 15-16=-393/10321, 6-16=-393/10321, 6-17=-393/10321, 17-18=-393/10321, 5-18=-393/10321 WEBS 3-7=-342/8645, 4-7=-3086/200, 4-6=-96/3205, 2-7=-2923/192, 2-9=-92/3034 NOTES (10) 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 10 - 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) except (jt=lb) 1=388, 5=367. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1834 lb down and 77 lb up at 0-8-12, 1834 lb down and 77 lb up at 2-8-12, 1834 lb down and 77 lb up at 4-8-12, 1834 lb down and 77 lb up at 6-8-12, 1834 lb down and 77 lb up at 8-8-12, 1834 lb down and 77 lb up at 10-8-12, 1834 lb down and 77 lb up at 12-8-12, and 1834 lb down and 77 lb up at 14-8-12, and 1834 lb down and 77 lb up at 16-8-12 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. 10) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss DR Truss Type COMMON Qty 1 Ply 2 Job Reference (optional) I20426512 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:13 2013 Page 2 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-Mdv39qzgtY?M1IgkJTBzQ1k_r83MZtMOdmw99MzNpvG LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 1-5=-20 Concentrated Loads (lb) Vert: 7=-1834 9=-1834 12=-1834 13=-1834 14=-1834 15=-1834 16=-1834 17=-1834 18=-1834 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 SOUTHHILL_A_NEW Truss E Truss Type COMMON Qty 6 Ply 1 Job Reference (optional) I20426513 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:14 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-qqTSMA_Ies8DfSFwtAiCyFHEQYLvIOQXrQfihozNpvF 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 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.59 0.74 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 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 (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss EG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426514 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:16 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-mCbCns0Y9TOxumPJ_bkg2gMiPLBFmOUqJk8pmhzNpvD Scale = 1:71.4 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 78 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 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 57 58 3x6 5x6 3x6 3x8 3x8 5x6 5x6 36-0-0 36-0-0 -0-11-4 0-11-4 18-0-0 18-0-0 36-0-0 18-0-0 36-11-4 0-11-4 0- 6 - 1 0 11 - 0 - 1 0 0- 6 - 1 0 7.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [30:0-3-8,Edge], [41:0-3-0,0-3-0], [47:0-3-0,0-3-0] 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 0.11 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 16-44, 15-45, 14-46, 13-47, 17-43, 18-42, 19-41 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 36-0-0. (lb) - Max Horz 2=251(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 2, 30, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 Max Grav All reactions 250 lb or less at joint(s) 2, 30, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (12) 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, 30, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 55, 56, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33, 32. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss F Truss Type COMMON Qty 10 Ply 1 Job Reference (optional) I20426515 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:17 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:gDhVIGrgKvR60NimVq7JsxzuA6G-EP9a?B0AwnWoWwzVYJFvatvljlNFVo9zYOuNI7zNpvC 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 (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss FG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426516 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:19 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:9QFtVcsI5DZzeWHy2YeYP8zuA6F-AnGLQt2QSOmWlD7ufjINfI_CeZDxzkcG?iNTM0zNpvA 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 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 (12) 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. 12) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss G Truss Type COMMON Qty 1 Ply 1 Job Reference (optional) I20426517 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:21 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:9QFtVcsI5DZzeWHy2YeYP8zuA6F-7AO5qZ4h_?0D?XHGn8Krlj3N8MqZRfoZS?saRvzNpv8 Scale: 3/16"=1' 1 2 3 4 5 8 7 6 9 10 4x6 2x8 2x8 3x8 5x9 5x9 7-0-0 7-0-0 14-0-0 7-0-0 -0-11-4 0-11-4 7-0-0 7-0-0 14-0-0 7-0-0 14-11-4 0-11-4 3- 5 - 1 0 10 - 5 - 1 0 3- 5 - 1 0 12.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [4:0-3-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.81 0.29 0.10 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.10 0.00 (loc) 7-8 7-8 6 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 77 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. WEBS 1 Row at midpt 3-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)8=613/0-3-8 (min. 0-1-8), 6=613/0-3-8 (min. 0-1-8) Max Horz 8=-274(LC 5) Max Uplift8=-40(LC 8), 6=-40(LC 7) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-442/94, 4-10=-442/94, 2-8=-544/76, 4-6=-544/76 BOT CHORD 7-8=-270/290 NOTES (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss GG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426518 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:22 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:DQtYbY4W6ro0lpb2P52wurzuACQ-bMyT2v4JlJ84chsTLsr4Hxcahm8wA51ihfb8zLzNpv7 Scale = 1:66.0Sheet Front Full Sheathing 1 Ply 7/16 x 4 x 8 OSB8 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 -0-11-4 0-11-4 7-0-0 7-0-0 14-0-0 7-0-0 14-11-4 0-11-4 3- 5 - 1 0 10 - 5 - 1 0 3- 5 - 1 0 12.00 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) 0.70 0.41 0.17 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.01 0.00 (loc) 13 13 14 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 120 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, 6-20, 8-18 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=-274(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 21, 22, 17, 16 except 24=-366(LC 5), 14=-359(LC 6), 23=-407(LC 6), 15=-400(LC 5) Max Grav All reactions 250 lb or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=350(LC 6), 14=343(LC 5), 19=316(LC 8), 23=416(LC 5), 15=409(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-25=-27/274, 6-25=0/276, 6-7=-38/270, 7-8=-38/269, 8-26=0/275, 9-26=-27/273 WEBS 7-19=-301/0 NOTES (13) 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) 21, 22, 17, 16 except (jt=lb) 24=366, 14=359, 23=407, 15=400. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss HG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426519 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:24 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:wLUKiyBolw3byMMz?BEGIyzuACG-Xl4ETb6ZHwOos?0rSHtYMMhudao0ewT?9z4E2DzNpv5 Scale = 1:84.0Sheet Front Full Sheathing 1 Ply 7/16 x 4 x 8 OSB8 12 3 4 5 6 7 8 18 17 16 15 14 13 12 11 10 9 51 52 4x6 4x9 3x4 3x8 3x4 2x8 3x4 3x4 2x8 2x8 3x4 3x8 2x8 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 1x4 8-6-6 8-6-6 13-5-10 4-11-4 22-0-0 8-6-6 -0-11-4 0-11-4 4-4-15 4-4-15 8-6-6 4-1-7 13-5-10 4-11-4 17-7-1 4-1-7 22-0-0 4-4-15 22-11-4 0-11-4 3- 5 - 1 0 12 - 0 - 0 3- 5 - 1 0 12 - 0 - 0 12.00 12 Plate Offsets (X,Y): [3:0-4-0,0-3-5], [4:0-4-4,0-1-12], [5:0-7-4,0-1-12], [6:0-4-0,0-3-5], [26:0-2-0,0-0-8], [38:0-2-0,0-0-8] 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) 0.80 0.56 0.43 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.28 0.02 (loc) 9-10 9-10 9 l/defl >999 >629 n/a L/d 240 180 n/a PLATES MT20 Weight: 289 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 5-10-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-11, 4-11, 5-11, 6-10, 3-18, 6-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 8-3-8 except (jt=length) 9=0-3-8. (lb) - Max Horz 18=-310(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 18, 9, 14, 17 Max Grav All reactions 250 lb or less at joint(s) 13, 14, 15, 16, 17 except 18=1306(LC 17), 9=1390(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-836/195, 4-51=-454/184, 51-52=-454/184, 5-52=-454/184, 5-6=-885/181, 6-7=-265/182, 2-18=-411/204, 7-9=-444/185 BOT CHORD 17-18=-198/514, 16-17=-198/514, 15-16=-198/514, 14-15=-198/514, 13-14=-198/514, 12-13=-198/514, 11-12=-198/514, 10-11=-68/490, 9-10=-30/546 WEBS 5-10=-73/277, 3-18=-978/55, 6-9=-987/64 NOTES (13) 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, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 12.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18, 9, 14, 17. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 13) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss HG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426519 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:24 2013 Page 2 Timberland Lumber Company, Indianapolis, IN 46218 ID:wLUKiyBolw3byMMz?BEGIyzuACG-Xl4ETb6ZHwOos?0rSHtYMMhudao0ewT?9z4E2DzNpv5 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 SOUTHHILL_A_NEW Truss HR Truss Type HIP Qty 1 Ply 3 Job Reference (optional) I20426520 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:26 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:9QFtVcsI5DZzeWHy2YeYP8zuA6F-T8B_uG7ppYeW5IAEahw0SnnKiNW46oZIcHZL66zNpv3 Scale = 1:67.6 1 2 3 4 5 6 7 15 14 13 12 11 10 9 8 16 17 18 19 20 21 22 23 24 25 3x6 4x9 4x6 4x6 3x6 6x8 3x6 10x10 5x6 5x6 4x6 10x10 3x6 10x10 3x6 3-10-15 3-10-15 7-6-6 3-7-7 9-6-12 2-0-6 14-5-10 4-10-14 18-1-1 3-7-7 22-0-0 3-10-15 3-10-15 3-10-15 7-6-6 3-7-7 11-0-0 3-5-10 14-5-10 3-5-10 18-1-1 3-7-7 22-0-0 3-10-15 3- 5 - 1 0 11 - 0 - 0 3- 5 - 1 0 11 - 0 - 0 12.00 12 Plate Offsets (X,Y): [3:0-7-4,0-1-12], [5:0-4-4,0-1-12], [9:0-3-8,0-5-0], [14:0-3-8,0-5-0] 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) 0.44 0.40 0.52 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.06 0.00 (loc) 9-10 9-10 8 l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 671 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 10 SYP No.2 *Except* 8-12: 2 X 10 SYP 2400F 2.0E WEBS 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 6-0-0 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. REACTIONS (lb/size)15=7778/0-3-8 (min. 0-3-2), 11=11258/0-3-8 (min. 0-3-3), 8=7961/0-3-8 (min. 0-2-4) Max Horz 15=-276(LC 5) Max Uplift15=-238(LC 8), 11=-334(LC 7), 8=-186(LC 8) Max Grav 15=8017(LC 16), 11=11468(LC 16), 8=8228(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-2781/100, 2-16=-2489/117, 2-3=-1228/146, 3-17=-615/128, 4-17=-615/128, 4-18=-1966/183, 5-18=-1969/182, 5-6=-2903/198, 6-19=-3708/149, 7-19=-4000/132, 1-15=-3488/88, 7-8=-5032/127 BOT CHORD 15-20=-252/255, 14-20=-252/255, 14-21=-211/1851, 13-21=-211/1851, 12-13=-135/801, 11-12=-135/801, 11-22=-125/1081, 22-23=-125/1081, 10-23=-125/1081, 10-24=-87/2711, 9-24=-87/2711 WEBS 2-14=-99/2697, 2-13=-2258/207, 3-13=-92/1545, 3-11=-1124/90, 4-11=-3257/209, 4-10=-122/3159, 5-10=-73/1703, 6-10=-1603/179, 6-9=-55/1844, 1-14=-85/2246, 7-9=-85/3334 NOTES (12) 1) 3-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 10 - 2 rows at 0-4-0 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, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 15=238, 11=334, 8=186. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 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 24,2013 Job SOUTHHILL_A_NEW Truss HR Truss Type HIP Qty 1 Ply 3 Job Reference (optional) I20426520 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:26 2013 Page 2 Timberland Lumber Company, Indianapolis, IN 46218 ID:9QFtVcsI5DZzeWHy2YeYP8zuA6F-T8B_uG7ppYeW5IAEahw0SnnKiNW46oZIcHZL66zNpv3 NOTES (12) 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3490 lb down and 141 lb up at 0-1-12, 1977 lb down and 53 lb up at 2-0-12, 1977 lb down and 53 lb up at 4-0-12, 1977 lb down and 53 lb up at 6-0-12, 1977 lb down and 53 lb up at 8-0-12, 1977 lb down and 53 lb up at 10-0-12, 1977 lb down and 53 lb up at 12-0-12, 1977 lb down and 53 lb up at 14-0-12, 1977 lb down and 53 lb up at 16-0-12, 1977 lb down and 53 lb up at 18-0-12, and 1977 lb down and 53 lb up at 20-0-12, and 1997 lb down and 41 lb up at 21-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 5-7=-60, 8-15=-20 Concentrated Loads (lb) Vert: 15=-3490 12=-1977(B) 14=-1977(B) 10=-1977(B) 9=-1977(B) 8=-1997 20=-1977(B) 21=-1977(B) 22=-1977(B) 23=-1977(B) 24=-1977(B) 25=-1977(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 SOUTHHILL_A_NEW Truss J Truss Type HIP Qty 1 Ply 1 Job Reference (optional) I20426521 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:28 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:dcpFjyswrWhqGgs9cF9nxMzuA6E-PWJkIy94L9uEKcJch6yUXCsZfB3Pafxb3b2SB?zNpv1 Scale = 1:74.3 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 18 19 20 21 3x6 5x6 5x10 MT18H 3x8 6x8 3x6 3x4 2x4 3x4 3x8 3x4 3x6 3x8 2x8 6x6 3x6 9-0-10 9-0-10 17-11-11 8-11-1 22-11-11 5-0-0 29-4-2 6-4-6 36-0-0 6-7-14 -0-11-4 0-11-4 6-0-15 6-0-15 12-0-5 5-11-6 17-11-11 5-11-6 22-11-11 5-0-0 29-4-2 6-4-6 36-0-0 6-7-14 0- 6 - 1 0 11 - 0 - 7 3- 5 - 5 11 - 0 - 7 7.00 12 Plate Offsets (X,Y): [2:0-1-6,Edge], [6:0-3-8,0-2-0], [7:0-7-0,0-1-12], [12:0-3-8,0-1-8] 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 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.86 0.92 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.43 0.12 (loc) 15-17 15-17 11 l/defl >999 >989 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 180 lb FT = 0% GRIP 197/144 197/144 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* 10-11: 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 2-10-12 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-13 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-15, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1494/0-3-8 (min. 0-3-0), 11=1427/Mechanical Max Horz 2=293(LC 6) Max Uplift2=-99(LC 7), 11=-41(LC 8) Max Grav 2=1920(LC 17), 11=1996(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3114/132, 3-4=-2896/115, 4-18=-2742/145, 5-18=-2570/148, 5-6=-2022/155, 6-7=-1600/169, 7-19=-1648/147, 8-19=-1899/130, 8-20=-1666/91, 9-20=-1796/73, 9-21=-1818/70, 10-21=-1964/56, 10-11=-1924/75 BOT CHORD 2-17=-157/2580, 16-17=-62/2181, 15-16=-62/2181, 14-15=0/1478, 13-14=0/1478, 12-13=0/1570 WEBS 3-17=-332/148, 5-17=-1/494, 5-15=-915/164, 6-15=-15/572, 7-15=-105/386, 8-12=-592/77, 10-12=0/1622 NOTES (12) 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 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 12) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss J1 Truss Type HIP Qty 9 Ply 1 Job Reference (optional) I20426522 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:30 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:dcpFjyswrWhqGgs9cF9nxMzuA6E-MvRVjeAKsm9yawT?pX_ycdxvb?mX2ZRuXvXZFtzNpv? Scale = 1:73.6 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 17 18 19 20 3x6 5x6 5x10 MT18H 3x8 6x8 3x6 3x4 2x4 3x4 3x8 3x4 3x6 3x8 2x8 6x6 3x6 9-0-10 9-0-10 17-11-11 8-11-1 22-11-11 5-0-0 29-4-2 6-4-6 36-0-0 6-7-14 6-0-15 6-0-15 12-0-5 5-11-6 17-11-11 5-11-6 22-11-11 5-0-0 29-4-2 6-4-6 36-0-0 6-7-14 0- 6 - 1 0 11 - 0 - 7 3- 5 - 5 11 - 0 - 7 7.00 12 Plate Offsets (X,Y): [1:Edge,0-3-4], [5:0-3-8,0-2-0], [6:0-7-0,0-1-12], [11:0-3-8,0-1-8] 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 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.83 0.87 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.43 0.12 (loc) 14-16 14-16 10 l/defl >999 >992 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 179 lb FT = 0% GRIP 197/144 197/144 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* 9-10: 2 X 4 SPF No.2 WEDGE Left: 2 X 4 SPF No.3 BRACING TOP CHORD Sheathed or 2-7-2 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-13 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-14, 6-14, 7-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)1=1428/0-3-8 (min. 0-2-15), 10=1428/Mechanical Max Horz 1=289(LC 6) Max Uplift1=-65(LC 7), 10=-41(LC 8) Max Grav 1=1854(LC 16), 10=1997(LC 16) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3122/136, 2-3=-2903/119, 3-17=-2749/149, 4-17=-2577/152, 4-5=-2024/156, 5-6=-1602/170, 6-18=-1635/148, 7-18=-1901/130, 7-19=-1667/91, 8-19=-1797/73, 8-20=-1819/70, 9-20=-1965/56, 9-10=-1925/75 BOT CHORD 1-16=-162/2588, 15-16=-64/2184, 14-15=-64/2184, 13-14=0/1479, 12-13=0/1479, 11-12=0/1571 WEBS 2-16=-336/150, 4-16=-5/501, 4-14=-918/165, 5-14=-16/572, 6-14=-105/387, 7-11=-593/78, 9-11=0/1623 NOTES (11) 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 10. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 11) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss JE Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426523 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:33 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:dcpFjyswrWhqGgs9cF9nxMzuA6E-mU7dMgDC9hXWRNCaUgYfEFZQdCnUFwAKDtmDrCzNpuy Scale = 1:77.7 Sheet Front Right Option 7-0-9 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 53 54 55 56 3x6 5x6 5x10 MT18H 5x6 6x8 3x6 3x4 3x4 3x8 3x4 3x6 3x8 2x8 6x6 10x20 MT18H 3x6 9-0-10 9-0-10 17-11-11 8-11-1 22-11-11 5-0-0 28-11-7 5-11-12 29-4-2 0-4-11 36-0-0 6-7-14 -0-11-4 0-11-4 6-0-15 6-0-15 12-0-5 5-11-6 14-0-1 1-11-11 17-11-11 3-11-11 22-11-11 5-0-0 29-4-2 6-4-6 36-0-0 6-7-14 0- 6 - 1 0 11 - 0 - 7 3- 5 - 5 11 - 0 - 7 7.00 12 Plate Offsets (X,Y): [2:0-1-6,Edge], [6:0-3-8,0-2-0], [7:0-7-0,0-1-12], [9:0-3-0,0-3-0], [12:0-3-8,0-1-8], [21:0-2-4,0-0-12], [27:0-1-8,0-1-0], [47:0-1-12,0-1-0], [50:0-1-12,0-1-0] 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) 0.85 0.92 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.43 0.12 (loc) 15-17 15-17 11 l/defl >999 >989 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 304 lb FT = 0% GRIP 197/144 197/144 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* 10-11: 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.3 WEDGE Left: 2 X 6 SPF No.2 BRACING TOP CHORD Sheathed or 2-10-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-13 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-15, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1494/0-3-8 (min. 0-3-0), 11=1427/0-3-8 (min. 0-3-2) Max Horz 2=293(LC 6) Max Uplift2=-99(LC 7), 11=-41(LC 8) Max Grav 2=1920(LC 17), 11=1996(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3114/132, 3-4=-2896/115, 4-53=-2742/145, 5-53=-2570/148, 5-6=-2022/155, 6-7=-1600/169, 7-54=-1648/147, 8-54=-1899/130, 8-55=-1666/91, 9-55=-1796/73, 9-56=-1818/70, 10-56=-1964/56, 10-11=-1924/75 BOT CHORD 2-17=-157/2580, 16-17=-62/2181, 15-16=-62/2181, 14-15=0/1478, 13-14=0/1478, 12-13=0/1570 WEBS 3-17=-332/148, 5-17=-1/494, 5-15=-915/164, 6-15=-15/572, 7-15=-105/386, 8-12=-592/77, 10-12=0/1622 NOTES (14) 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, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 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 24,2013 Job SOUTHHILL_A_NEW Truss JE Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426523 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:33 2013 Page 2 Timberland Lumber Company, Indianapolis, IN 46218 ID:dcpFjyswrWhqGgs9cF9nxMzuA6E-mU7dMgDC9hXWRNCaUgYfEFZQdCnUFwAKDtmDrCzNpuy NOTES (14) 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 SOUTHHILL_A_NEW Truss JG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426524 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:35 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:dcpFjyswrWhqGgs9cF9nxMzuA6E-isEOmLEThJnEghMyb4a7Jgel70SyjqgdgBFKw5zNpuw Scale = 1:77.7 Sheet Front Right Option -0-11-7 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 6 7 8 9 10 17 16 15 14 13 12 11 41 42 43 44 3x6 5x6 5x10 MT18H 5x6 6x8 3x6 3x4 3x4 3x8 3x4 3x6 3x8 2x8 6x6 10x20 MT18H 3x6 9-0-10 9-0-10 17-11-11 8-11-1 22-11-11 5-0-0 29-4-2 6-4-6 36-0-0 6-7-14 36-11-7 0-11-7 -0-11-4 0-11-4 6-0-15 6-0-15 12-0-5 5-11-6 17-11-11 5-11-6 18-0-6 0-0-10 22-11-11 4-11-6 29-4-2 6-4-6 36-0-0 6-7-14 0- 6 - 1 0 11 - 0 - 7 3- 5 - 5 11 - 0 - 7 7.00 12 Plate Offsets (X,Y): [2:0-1-6,Edge], [6:0-3-8,0-2-0], [7:0-7-0,0-1-12], [9:0-3-0,0-3-0], [12:0-3-8,0-1-8] 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) 0.85 0.92 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.43 0.12 (loc) 15-17 15-17 11 l/defl >999 >989 n/a L/d 240 180 n/a PLATES MT20 MT18H Weight: 251 lb FT = 0% GRIP 197/144 197/144 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* 10-11: 2 X 4 SPF No.2 OTHERS 2 X 4 SPF No.3 WEDGE Left: 2 X 6 SPF No.2 BRACING TOP CHORD Sheathed or 2-10-15 oc purlins, except end verticals, and 2-0-0 oc purlins (3-11-13 max.): 6-7. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-15, 7-15, 8-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=1494/0-3-8 (min. 0-3-0), 11=1427/0-3-8 (min. 0-3-2) Max Horz 2=293(LC 6) Max Uplift2=-99(LC 7), 11=-41(LC 8) Max Grav 2=1920(LC 17), 11=1996(LC 17) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3114/132, 3-4=-2896/115, 4-41=-2742/145, 5-41=-2570/148, 5-6=-2022/155, 6-7=-1600/169, 7-42=-1648/147, 8-42=-1899/130, 8-43=-1666/91, 9-43=-1796/73, 9-44=-1818/70, 10-44=-1964/56, 10-11=-1924/75 BOT CHORD 2-17=-157/2580, 16-17=-62/2181, 15-16=-62/2181, 14-15=0/1478, 13-14=0/1478, 12-13=0/1570 WEBS 3-17=-332/148, 5-17=-1/494, 5-15=-915/164, 6-15=-15/572, 7-15=-105/386, 8-12=-592/77, 10-12=0/1622 NOTES (14) 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, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) All plates are 2x4 MT20 unless otherwise indicated. 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 11. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 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 24,2013 Job SOUTHHILL_A_NEW Truss JG Truss Type GABLE Qty 1 Ply 1 Job Reference (optional) I20426524 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:35 2013 Page 2 Timberland Lumber Company, Indianapolis, IN 46218 ID:dcpFjyswrWhqGgs9cF9nxMzuA6E-isEOmLEThJnEghMyb4a7Jgel70SyjqgdgBFKw5zNpuw NOTES (14) 13) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 14) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 SOUTHHILL_A_NEW Truss PB1 Truss Type SPECIAL Qty 1 Ply 1 Job Reference (optional) I20426525 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:35 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:h9VnyWVTsbC2SCmmzxB7pEzuABt-isEOmLEThJnEghMyb4a7JgeyM0gjj?cdgBFKw5zNpuw Scale = 1:14.7 Sheet Front Full Sheathing 1 Ply 7/16 x 4 x 8 OSB8 1 2 3 45 6 4x6 2x4 2x4 1x4 4-11-4 4-11-4 2-5-10 2-5-10 4-11-4 2-5-10 0- 4 - 1 5 2- 5 - 1 0 0- 1 - 8 0- 4 - 1 5 0- 1 - 8 12.00 12 Plate Offsets (X,Y): [2:0-2-4,0-1-0], [4:0-2-4,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.06 0.04 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: 14 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 4-11-4 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)2=116/3-10-6 (min. 0-1-8), 4=116/3-10-6 (min. 0-1-8), 6=117/3-10-6 (min. 0-1-8) Max Horz 2=-47(LC 5) Max Uplift2=-25(LC 7), 4=-29(LC 8) Max Grav 2=116(LC 1), 4=116(LC 1), 6=120(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (10) 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. 10) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss PB2 Truss Type SPECIAL Qty 1 Ply 1 Job Reference (optional) I20426526 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:36 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:9QFtVcsI5DZzeWHy2YeYP8zuA6F-A3om_hF5Scv5Irw99o5MruB5bP??SSgmvr_tSXzNpuv Scale = 1:22.8 12 3 4 5 6 4x6 2x4 2x4 1x4 6-11-4 6-11-4 3-5-10 3-5-10 6-11-4 3-5-10 0- 5 - 3 3- 5 - 1 0 0- 1 - 1 0 0- 5 - 3 0- 1 - 1 0 12.00 12 Plate Offsets (X,Y): [2:0-2-6,0-1-0], [4:0-2-6,0-1-0] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.16 0.10 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 0.00 0.00 (loc) 4 5 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 21 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 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=164/5-9-10 (min. 0-1-8), 4=164/5-9-10 (min. 0-1-8), 6=178/5-9-10 (min. 0-1-8) Max Horz 2=-70(LC 5) Max Uplift2=-32(LC 7), 4=-37(LC 8) Max Grav 2=164(LC 1), 4=164(LC 1), 6=180(LC 4) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (10) 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. 10) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss PB3 Truss Type SPECIAL Qty 2 Ply 1 Job Reference (optional) I20426527 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:38 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:pfnigyfdpbrCWCGGDAvArzzuABg-7RwWPNHL_E9pX84XHD7qxJGTvDgowMc3N9T_WPzNput Scale = 1:10.0 Sheet Front Full Sheathing 1 Ply 1/2 x 4 x 8 Duramate 1 2 3 4 5 3x4 2x4 2x4 5-0-0 5-0-0 2-6-0 2-6-0 5-0-0 2-6-0 0- 4 - 1 1- 5 - 8 0- 1 - 8 0- 4 - 1 0- 1 - 8 7.00 12 Plate Offsets (X,Y): [3:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.04 0.15 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 10 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=167/3-4-15 (min. 0-1-8), 4=167/3-4-15 (min. 0-1-8) Max Horz 2=-25(LC 3) Max Uplift2=-23(LC 5), 4=-23(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (9) 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) 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. 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) 2, 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss PB4 Truss Type SPECIAL Qty 10 Ply 1 Job Reference (optional) I20426528 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:38 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:5oMewItYcqphtqRLAzg0UZzuA6D-7RwWPNHL_E9pX84XHD7qxJGTvDgowMc3N9T_WPzNput Scale = 1:10.0 1 2 3 4 5 3x4 2x4 2x4 5-0-0 5-0-0 2-6-0 2-6-0 5-0-0 2-6-0 0- 4 - 1 1- 5 - 8 0- 1 - 8 0- 4 - 1 0- 1 - 8 7.00 12 Plate Offsets (X,Y): [3:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.04 0.15 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.00 -0.00 0.00 (loc) 4 4 4 l/defl n/r n/r n/a L/d 120 120 n/a PLATES MT20 Weight: 10 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Sheathed or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS (lb/size)2=167/3-4-15 (min. 0-1-8), 4=167/3-4-15 (min. 0-1-8) Max Horz 2=-25(LC 3) Max Uplift2=-23(LC 5), 4=-23(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (9) 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) 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. 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) 2, 4. 7) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 8) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 9) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V1 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426529 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:39 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:5oMewItYcqphtqRLAzg0UZzuA6D-beUvcjHzlXHg9Ifkqwf3TWpeOd0tfprDbpDX3szNpus Scale = 1:8.5 1 2 3 2x4 3x4 2x4 3-10-4 3-10-4 1-11-2 1-11-2 3-10-4 1-11-2 1- 1 - 8 7.00 12 Plate Offsets (X,Y): [2:0-2-0,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.06 0.16 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: 8 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 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=111/3-10-4 (min. 0-1-8), 3=111/3-10-4 (min. 0-1-8) Max Horz 1=-19(LC 3) Max Uplift1=-5(LC 5), 3=-5(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (7) 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. 7) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V2 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426530 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:43 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-TPjPS4LUomn6evzV3mj?eM_FlEMobcCoWRBlCdzNpuo 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 (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V3 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426531 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:44 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-xbHnfQL6Z4vzF3YhdTEEAaWSEejwK3Lyl4wIk3zNpun 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 (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V4 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426532 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:45 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-QnrAtmMkKN1ptD6tBBlTjn3cX23L3V05_kgrGVzNpum 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 (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V5 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426533 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:47 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-MAzwISO_s?IX6XGGIcoxoC8?wrlIXQFOR29yLOzNpuk Scale = 1:13.1 1 2 3 4 5 6 2x4 3x4 3x4 2x4 1x4 1x4 5-7-10 5-7-10 1-8-13 1-8-13 3-10-13 2-2-0 5-7-10 1-8-13 1- 8 - 1 3 1- 8 - 1 3 12.00 12 Plate Offsets (X,Y): [2:0-1-8,Edge], [4:0-1-8,Edge] LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.09 0.12 0.04 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: 15 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 5-7-10 oc purlins, except 2-0-0 oc purlins: 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=125/5-7-10 (min. 0-1-8), 5=125/5-7-10 (min. 0-1-8), 6=144/5-7-10 (min. 0-1-8) Max Horz 1=-34(LC 3) Max Uplift1=-14(LC 5), 5=-15(LC 6), 6=-2(LC 4) Max Grav 1=195(LC 10), 5=195(LC 10), 6=225(LC 9) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (10) 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, 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. 10) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V6 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426534 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:48 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-qMXIVoOddIQOkhrSsJJALQh5eF3QGtLXgiuWtqzNpuj Scale = 1:27.1 1 2 3 4 5 6 2x4 4x6 2x4 1x4 7-11-10 7-11-10 3-11-13 3-11-13 7-11-10 3-11-13 3- 1 1 - 1 3 12.00 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) 0.41 0.26 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 25 lb FT = 0% GRIP 197/144 LUMBER TOP CHORD 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=174/7-11-10 (min. 0-1-8), 3=174/7-11-10 (min. 0-1-8), 4=234/7-11-10 (min. 0-1-8) Max Horz 1=-84(LC 5) Max Uplift1=-29(LC 8), 3=-29(LC 8) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (8) 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. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V7 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426535 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:49 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-IZ4gj8PFOcYFMqQfQ1qPtdDIlfPW?JDhvMe3PHzNpui Scale = 1:32.9 1 2 3 4 5 8 7 6 9 10 2x8 4x6 2x8 1x4 1x4 1x4 1x4 1x4 10-3-10 10-3-10 5-1-13 5-1-13 10-3-10 5-1-13 5- 1 - 1 3 12.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.26 0.20 0.07 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 40 lb FT = 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-3-10. (lb) - Max Horz 1=-112(LC 5) Max Uplift All uplift 100 lb or less at joint(s) except 7=-113(LC 1), 6=-142(LC 8), 8=-143(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=335(LC 1), 8=335(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (8) 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 113 lb uplift at joint 7, 142 lb uplift at joint 6 and 143 lb uplift at joint 8. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V8 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426536 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:50 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-mle3wUQt9wg6z_?r_kLeQrmSL3mykmTq70NcyjzNpuh Scale = 1:40.4 1 2 3 4 5 8 7 6 9 10 3x4 4x6 3x4 1x4 1x4 1x4 1x4 1x4 12-7-10 12-7-10 6-3-13 6-3-13 12-7-10 6-3-13 6- 3 - 1 3 12.00 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 0.19 0.07 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: 48 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 12-7-10. (lb) - Max Horz 1=-139(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 6=-142(LC 8), 8=-142(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=312(LC 3), 8=312(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (8) 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 except (jt=lb) 6=142, 8=142. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V9 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426537 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:51 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:Z?w07duAN7xYV_0XkgBF1nzuA6C-ExCR7pRVwDozb8a1XSsty2JeZS6NTCk_Mg7AU9zNpug Scale: 1/4"=1' 1 2 3 4 5 9 8 7 6 10 11 3x4 4x6 3x4 3x4 1x4 1x4 1x4 1x4 1x4 14-11-10 14-11-10 7-5-13 7-5-13 14-11-10 7-5-13 7- 5 - 1 3 12.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.24 0.18 0.13 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 56 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 14-11-10. (lb) - Max Horz 1=-166(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1 except 6=-156(LC 8), 9=-157(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 6=340(LC 3), 9=340(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (8) 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 except (jt=lb) 6=156, 9=157. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V10 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426538 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:41 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:5oMewItYcqphtqRLAzg0UZzuA6D-X0bf1PJEH9XOOcp6yLhXYxuw0Qh87fBV37ie7kzNpuq Scale = 1:57.5 1 2 3 4 5 6 7 13 12 11 10 9 8 14 15 3x4 4x6 3x4 3x4 1x4 1x4 2x4 1x4 2x4 1x4 2x4 1x4 2x4 17-3-10 17-3-10 8-7-13 8-7-13 17-3-10 8-7-13 8- 7 - 1 3 12.00 12 Plate Offsets (X,Y): [3:0-0-0,0-0-0] 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 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.31 0.17 0.27 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: 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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 17-3-10. (lb) - Max Horz 1=-193(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 9, 11 except 10=-179(LC 4), 8=-171(LC 8), 13=-171(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10 except 8=357(LC 3), 9=305(LC 3), 13=357(LC 2), 11=305(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-8=-258/208, 2-13=-258/207 NOTES (8) 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, 9, 11 except (jt=lb) 10=179, 8=171, 13=171. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 Job SOUTHHILL_A_NEW Truss V11 Truss Type VALLEY Qty 1 Ply 1 Job Reference (optional) I20426539 7.250 s Aug 25 2011 MiTek Industries, Inc. Tue Apr 23 13:32:42 2013 Page 1 Timberland Lumber Company, Indianapolis, IN 46218 ID:5oMewItYcqphtqRLAzg0UZzuA6D-?D91ElKs2SfF0mOJW3Cm59R5?q1Ms5QfInRBfBzNpup Scale = 1:61.7 1 2 3 4 5 6 7 13 12 11 10 9 83x4 4x6 3x4 3x4 1x4 1x4 2x4 1x4 2x4 1x4 2x4 1x4 2x4 19-7-10 19-7-10 9-9-13 9-9-13 19-7-10 9-9-13 9- 9 - 1 3 12.00 12 LOADING (psf) TCLL (Roof Snow=20.0) TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.29 0.17 0.27 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: 88 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 4-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS All bearings 19-7-10. (lb) - Max Horz 1=-220(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 8=-169(LC 8), 9=-109(LC 8), 13=-169(LC 7), 11=-110(LC 7) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 10 except 8=354(LC 1), 9=284(LC 3), 13=354(LC 1), 11=284(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-8=-254/207, 2-13=-254/207 NOTES (8) 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) 8=169 , 9=109, 13=169, 11=110. 7) Warning: Additional permanent and stability bracing for truss system (not part of this component design) is always required. 8) If Southern Pine (SP or SPp) lumber is specified, the design values are those effective 06/01/2012 by ALSC or proposed by SPIB. 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 24,2013 1) VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS MUST MATCH IN SIZE, GRADE, AND MUST LINE UP AS SHOWN IN DETAIL. 2) ATTACH 2 x ___ x 4'-0" SCAB TO EACH FACE OF TRUSS ASSEMBLY WITH 2 ROWS OF 10d (0.131" X 3") NAILS SPACED 4" O.C. FROM EACH FACE. (SIZE AND GRADE TO MATCH VERTICAL WEBS OF PIGGYBACK AND BASE TRUSS.) (MINIMUM 2X4) 3) THIS CONNECTION IS ONLY VALID FOR A MAXIMUM CONCENTRATED LOAD OF 4000 LBS (@1.15). REVIEW BY A QUALIFIED ENGINEER IS REQUIRED FOR LOADS GREATER THAN 4000 LBS. 4) FOR PIGGYBACK TRUSSES CARRYING GIRDER LOADS, NUMBER OF PLYS OF PIGGYBACK TRUSS TO MATCH BASE TRUSS. 5) CONCENTRATED LOAD MUST BE APPLIED TO BOTH THE PIGGYBACK AND THE BASE TRUSS DESIGN. STANDARD PIGGYBACK TRUSS CONNECTION DETAIL VERTICAL WEB TO EXTEND THROUGH BOTTOM CHORD OF PIGGYBACK ST-PIGGY WHEN NO GAP BETWEEN PIGGYBACK AND BASE TRUSS EXISTS: FOR LARGE CONCENTRATED LOADS APPLIED TO CAP TRUSS REQUIRING A VERTICAL WEB: REPLACE TOE NAILING OF PIGGYBACK TRUSS TO PURLINS WITH Nail-On PLATES AS SHOWN, AND INSTALL PURLINS TO BOTTOM EDGE OF BASE TRUSS TOP CHORD AT SPECIFIED SPACING SHOWN ON BASE TRUSS MITEK DESIGN DRAWING. SCAB CONNECTION PER NOTE D ABOVE DETAIL IS NOT APPLICABLE FOR TRUSSES TRANSFERING DRAG LOADS (SHEAR TRUSSES). ADDITIONAL CONSIDERATIONS BY BUILDING ENGINEER/DESIGNER ARE REQUIRED. MAXIMUM WIND SPEED = REFER TO NOTES D AND OR E MAX MEAN ROOF HEIGHT = 30 FEETMAX TRUSS SPACING = 24 " O.C. CATEGORY II BUILDINGEXPOSURE B or C ASCE 7-02, ASCE 7-05DURATION OF LOAD INCREASE : 1.60 MiTek USA, Inc. JANUARY 20, 2011 This sheet is provided as a Piggyback connection detail only. Building Designer is responsible for all permanent bracing per standard engineering practices or refer to BCSI for general guidance on lateral restraint and diagonal bracing requirements. A - PIGGBACK TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. SHALL BE CONNECTED TO EACH PURLIN WITH (2) 0.131" X 3.5" TOE NAILED. B - BASE TRUSS, REFER TO MITEK TRUSS DESIGN DRAWING. C - PURLINS AT EACH BASE TRUSS JOINT AND A MAXIMUM 24" O.C. UNLESS SPECIFIED CLOSER ON MITEK TRUSS DESIGN DRAWING. CONNECT TO BASE TRUSS WITH (2) 0.131" X 3.5" NAILS EACH. D - 2 X __ X 4'-0" SCAB, SIZE AND GRADE TO MATCH TOP CHORD OF PIGGYBACK TRUSS, ATTACHED TO ONE FACE, CENTERED ON INTERSECTION, WITH (2) ROWS OF 0.131" X 3" NAILS @ 4" O.C. SCAB MAY BE OMITTED PROVIDED THE TOP CHORD SHEATHING IS CONTINUOUS OVER INTERSECTION AT LEAST 1 FT. IN BOTH DIRECTIONS AND: 1. WIND SPEED OF 90 MPH OR LESS FOR ANY PIGGYBACK SPAN, OR 2. WIND SPEED OF 91 MPH TO 140 MPH WITH A MAXIMUM PIGGYBACK SPAN OF 12 ft.E - FOR WIND SPEEDS BETWEEN 101 AND 140 MPH, ATTACH MITEK 3X8 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 72" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. STAGGER NAILS FROM OPPOSING FACES. ENSURE 0.5" EDGE DISTANCE. (MIN. 2 PAIRS OF PLATES REQ. REGARDLESS OF SPAN) C D E B A R MiTek USA, Inc. FOR ALL WIND SPEEDS, ATTACH MITEK 3X6 20 GA Nail-On PLATES TO EACH FACE OF TRUSSES AT 48" O.C. W/ (4) 0.131" X 1.5" PER MEMBER. STAGGER NAILS FROM OPPOSING FACES ENSURE 0.5" EDGE DISTANCE. 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 24,2013 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 :