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HomeMy WebLinkAboutSouthill A Q1421009 Carter-Lee Bldg (Moorseville). July 31, 2012.My license renewal date for the state of Indiana is Pages or sheets covered by this seal: SOUTHILL ELEV. A Taimur Shamali, PE The truss drawing(s) referenced below have been prepared by ProBuild East under my direct supervision based on the parameters provided by 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-2002 Sec. 2. Re: thru I4601335I4601302 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ProBuild - East Region January 20,2011 Job Q1421009 Truss GE1 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601302 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:24 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:30.3 1-5 5-9 2-8 5-12 4-13 3-14 6-11 7-10 Sheet Front Full Sheathing 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 8 9 14 13 12 11 10 4x6 2x4 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 10-0-0 10-0-0 -0-11-4 0-11-4 5-0-0 5-0-0 10-0-0 5-0-0 10-11-4 0-11-4 0-4-134-6-130-4-1310.00 12 Plate Offsets (X,Y): [2:0-2-1,0-1-0], [8:0-2-1,0-1-0] LOADING (psf) TCLL 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) 0.09 0.05 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 0.00 0.00 0.00 (loc) 8 8 8 9 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 45 lb 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 Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 10-0-0. (lb) - Max Horz 2=-136(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 11, 10 Max Grav All reactions 250 lb or less at joint(s) 2, 8, 12, 13, 14, 11, 10 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8, 13, 14, 11, 10. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GE2 Truss Type GABLE Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601303 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:25 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:52.4 1-4 4-7 2-8 4-8 5-83-8 9-1011-12 11-13 14-15 14-1617-18 19-20 21-22 23-24 25-27 26-27 28-30 29-30 31-32 33-34 35-36 6-8 Sheet Front Left Option 10-4-0 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 8 4x6 5x6 5x12 5x6 10-0-0 10-0-0 10-4-0 0-4-0 20-0-0 9-8-0 -0-11-4 0-11-4 5-1-15 5-1-15 10-0-0 4-10-1 14-10-1 4-10-1 15-4-14 0-6-13 20-0-0 4-7-2 20-11-4 0-11-4 0-4-138-8-130-4-1310.00 12 Plate Offsets (X,Y): [2:0-1-6,Edge], [6:0-1-6,Edge], [8:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.43 0.78 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.17 -0.45 0.03 0.05 (loc) 2-8 2-8 6 2-8 l/defl >999 >521 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 135 lb 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 Stud *Except* 4-8: 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=853/0-3-8, 6=853/0-3-8 Max Horz 2=-267(LC 3) Max Uplift 2=-172(LC 5), 6=-172(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-958/192, 3-4=-747/210, 4-5=-747/210, 5-6=-958/192 BOT CHORD 2-8=-121/681, 6-8=-48/681 WEBS 4-8=-111/588, 5-8=-258/226, 3-8=-258/225 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=172, 6=172. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GE3 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601304 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:25 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:49.6 2-24 1-7 7-13 12-14 14-24 7-19 6-20 5-21 4-22 3-23 8-18 9-17 10-16 11-15 Sheet Front Full Sheathing 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 8 9 10 11 12 13 24 23 22 21 20 19 18 17 16 15 14 3x8 4x6 3x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 12-11-0 12-11-0 -0-11-4 0-11-4 6-5-8 6-5-8 12-11-0 6-5-8 13-10-4 0-11-4 0-9-07-2-80-9-012.00 12 Plate Offsets (X,Y): [11:0-0-0,0-0-0], [14:0-2-4,0-0-0], [24:0-2-4,0-0-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.29 0.14 0.16 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 -0.01 0.00 0.00 (loc) 13 13 14 13 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 78 lb 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 Stud OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 12-11-0. (lb) - Max Horz 24=203(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 14, 20, 21, 22, 18, 17, 16 except 24=-133(LC 3), 23=-143(LC 4), 15=-130(LC 6) Max Grav All reactions 250 lb or less at joint(s) 24, 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 14, 20, 21, 22, 18, 17, 16 except (jt=lb) 24=133, 23=143, 15=130. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GE4 Truss Type GABLE Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601305 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:26 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:70.7 2-13 5-6 6-7 4-13 6-13 8-13 2-3 9-10 15-16 15-17 18-19 18-20 5-21 21-22 23-2425-26 27-28 29-31 30-31 32-34 33-34 7-36 35-36 37-38 39-40 41-42 10-13 1-5 3-14 9-12 Sheet Front Left Option 10-4-0 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 8 9 10 11 14 13 123x8 3x4 3x4 4x6 5x8 4x8 3x8 3x4 3x4 4x8 5x6 5x6 10-4-0 10-4-0 11-0-0 0-8-0 22-0-0 11-0-0 -0-11-4 0-11-4 5-5-12 5-5-12 11-0-0 5-6-4 16-6-4 5-6-4 16-6-8 0-0-4 22-0-0 5-5-8 22-11-4 0-11-4 0-9-011-9-00-9-012.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [2:3-2-8,0-1-14], [3:0-1-12,0-2-0], [5:0-3-0,0-3-0], [7:0-3-0,0-3-0], [9:0-1-12,0-2-0], [10:0-4-1,Edge], [10:3-2-1,0-1-8], [13:0-4-0,0-3-4] LOADING (psf) TCLL 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) 0.54 0.59 0.44 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.10 -0.26 0.03 0.06 (loc) 13-14 13-14 10 13-14 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 194 lb 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.2 *Except* 3-14,9-12: 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud *Except* 15-16,29-31: 2 X 4 SPF No.2 SLIDER Left 2 X 4 SPF Stud 4-0-13, Right 2 X 4 SPF Stud 4-0-13 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=936/0-3-8, 10=936/0-3-8 Max Horz 2=360(LC 4) Max Uplift 2=-166(LC 5), 10=-166(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1071/146, 3-4=-853/227, 4-5=-756/242, 5-6=-635/277, 6-7=-635/277, 7-8=-756/242, 8-9=-853/227, 9-10=-1071/146 BOT CHORD 2-14=-155/633, 13-14=-155/633, 12-13=-25/633, 10-12=-25/633 WEBS 4-13=-282/262, 6-13=-190/613, 8-13=-282/262 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=166, 10=166. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GE5 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601306 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:28 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:65.2 4-15 15-26 2-43 15-4214-4413-4512-4611-4710-489-498-507-516-525-53 3-54 16-41 17-39 18-38 19-37 20-36 21-35 22-34 23-33 24-32 25-31 27-30 1-4 26-2928-4040-43 Sheet Front Full Sheathing 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 3x6 4x6 3x6 3x4 3x6 3x6 3x4 34-0-0 34-0-0 -0-11-4 0-11-4 17-0-0 17-0-0 34-0-0 17-0-0 34-11-4 0-11-4 0-4-510-3-50-4-57.00 12 LOADING (psf) TCLL 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 0.06 0.09 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 0.00 0.01 0.00 (loc) 28 28 28 29 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 225 lb 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 Stud *Except* 15-42,14-44,13-45,12-46,16-41,17-39,18-38: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 15-42, 14-44, 13-45, 16-41, 17-39 REACTIONS All bearings 34-0-0. (lb) - Max Horz 2=315(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28 Max Grav All reactions 250 lb or less at joint(s) 2, 42, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 41, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-279/203, 13-14=-31/266, 14-15=-31/271, 15-16=-31/266 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 44, 45, 46, 47, 48, 49, 50, 51, 52, 53, 54, 39, 38, 37, 36, 35, 34, 33, 32, 31, 30, 28. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GE6 Truss Type GABLE Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601307 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:29 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:66.6 2-12 4-5 5-6 3-13 5-11 7-9 3-11 7-11 14-1516-17 16-18 19-20 19-21 22-23 22-24 4-25 25-2627-2829-3031-3233-34 35-36 37-38 39-41 40-41 42-44 43-44 45-47 46-47 6-49 48-49 50-51 52-53 54-55 56-57 58-59 8-1010-12 1-4 6-8 Sheet Front Right Option 5-0-0 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 8 13 12 11 10 93x12 3x6 5x10 MT18H 3x6 3x8 3x6 5x6 5x6 3x6 3x12 8-8-13 8-8-13 17-0-0 8-3-3 25-3-3 8-3-3 29-0-0 3-8-13 34-0-0 5-0-0 -0-11-4 0-11-4 8-8-13 8-8-13 14-2-5 5-5-8 17-0-0 2-9-11 25-3-3 8-3-3 34-0-0 8-8-13 0-4-510-3-50-4-57.00 12 Plate Offsets (X,Y): [2:1-0-1,0-0-14], [4:0-3-0,0-3-0], [6:0-3-0,0-3-0], [8:1-0-1,0-0-14] LOADING (psf) TCLL 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 0.92 0.33 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.46 0.12 0.18 (loc) 8-9 8-9 8 8-9 l/defl >999 >875 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 250 lb GRIP 197/144 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 1-4,6-8: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* 3-13,7-9: 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud *Except* 14-15,37-38: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. WEBS 1 Row at midpt 3-11, 7-11 REACTIONS (lb/size)2=1414/0-3-8, 8=1347/0-3-8 Max Horz 2=323(LC 4) Max Uplift 2=-277(LC 5), 8=-225(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2199/362, 3-4=-1496/300, 4-5=-1364/345, 5-6=-1364/344, 6-7=-1496/299, 7-8=-2203/369 BOT CHORD 2-13=-313/1788, 12-13=-313/1788, 11-12=-313/1788, 10-11=-194/1793, 9-10=-194/1793, 8-9=-194/1793 WEBS 3-13=0/370, 5-11=-126/905, 7-9=0/371, 3-11=-740/301, 7-11=-746/307 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are MT20 plates unless otherwise indicated. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=277, 8=225. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GE7 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601308 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:30 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:57.4 5-13 13-21 2-34 13-3512-3611-3710-389-39 8-407-416-424-433-44 14-33 15-32 16-31 17-30 18-29 19-28 20-27 22-26 23-251-5 21-24 24-34 Sheet Front Full Sheathing 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x6 4x6 3x6 3x4 3x6 3x4 30-1-4 30-1-4 -0-11-4 0-11-4 15-0-0 15-0-0 30-1-4 15-1-4 30-11-4 0-10-0 0-4-59-1-50-3-97.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.13 0.09 0.09 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.00 0.00 0.01 -0.00 (loc) 1 1 24 1 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 181 lb 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 Stud *Except* 13-35,12-36,11-37,14-33,15-32: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 13-35 REACTIONS All bearings 30-1-4. (lb) - Max Horz 2=286(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26, 25 Max Grav All reactions 250 lb or less at joint(s) 2, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26, 25, 24 FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 33, 32, 31, 30, 29, 28, 27, 26, 25. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GR1 Truss Type ROOF TRUSS Qty 1 Ply 3 SOUTHILL ELEV. A Job Reference (optional) I4601309 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:49:09 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:70.7 1-4 4-5 1-11 4-12 6-12 6-103-123-131-2 7-8 5-9 8-11 1 2 3 4 5 6 7 8 9 13 12 11 1014151617181920 21 22 23 8x16 6x6 6x6 4x8 3x6 4x8 10x10 3x12 3x8 3x12 3x8 8x16 6x6 6x6 5-6-12 5-6-12 11-0-0 5-5-4 16-5-4 5-5-4 22-0-0 5-6-12 5-6-12 5-6-12 11-0-0 5-5-4 16-5-4 5-5-4 22-0-0 5-6-12 22-11-4 0-11-4 0-9-011-9-00-9-012.00 12 Plate Offsets (X,Y): [1:Edge,0-4-8], [8:Edge,0-4-8] LOADING (psf) TCLL 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) 0.55 0.38 0.73 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.09 -0.22 0.05 0.08 (loc) 10-12 10-12 8 10-12 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 483 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SYP DSS WEBS 2 X 4 SPF No.2 *Except* 6-10,3-13: 2 X 4 SPF Stud SLIDER Left 2 X 10 SYP No.1 3-8-15, Right 2 X 10 SYP No.1 3-8-15 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=9393/0-3-8, 8=10035/0-3-8 Max Horz 1=-368(LC 3) Max Uplift 1=-1542(LC 6), 8=-1666(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-9624/1581, 2-3=-9550/1627, 3-4=-6662/1260, 4-5=-6474/1262, 5-6=-6659/1227, 6-7=-9504/1630, 7-8=-9580/1584 BOT CHORD 1-14=-1145/6672, 14-15=-1145/6672, 15-16=-1145/6672, 13-16=-1145/6672, 13-17=-1145/6672, 17-18=-1145/6672, 12-18=-1145/6672, 12-19=-1014/6625, 11-19=-1014/6625, 11-20=-1014/6625, 10-20=-1014/6625, 10-21=-1014/6625, 21-22=-1014/6625, 22-23=-1014/6625, 8-23=-1014/6625 WEBS 4-12=-1586/8900, 6-12=-2889/697, 6-10=-630/3975, 3-12=-2958/702, 3-13=-630/4040 NOTES 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 6 - 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=1542, 8=1666. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1332 lb down and 238 lb up at 0-9-4, 1571 lb down and 257 lb up at 2-9-4, 1571 lb down and 257 lb up at 4-9-4, 1571 lb down and 257 lb up at 6-9-4, 1571 lb down and 257 lb up at 8-9-4, 1571 lb down and 257 lb up at 10-9-4, 1571 lb down and 257 lb up at 12-9-4, 1571 lb down and 257 lb up at 14-9-4, 1571 lb down and 257 lb up at 16-9-4, 1331 lb down and 238 lb up at 18-9-4, and 1331 lb down and 238 lb up at 20-9-4, and 1068 lb down and 144 lb up at 21-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) StandardContinued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GR1 Truss Type ROOF TRUSS Qty 1 Ply 3 SOUTHILL ELEV. A Job Reference (optional) I4601309 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:49:09 2011 Page 2 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-60, 4-9=-60, 1-8=-20 Concentrated Loads (lb) Vert: 12=-1571(B) 8=-1068(B) 14=-1332(B) 15=-1571(B) 16=-1571(B) 17=-1571(B) 18=-1571(B) 19=-1571(B) 20=-1571(B) 21=-1571(B) 22=-1331(B) 23=-1331(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information Job Q1421009 Truss GR2 Truss Type ROOF TRUSS Qty 1 Ply 2 SOUTHILL ELEV. A Job Reference (optional) I4601310 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:32 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:43.9 1-3 3-5 2-4 3-6 2-2 4-4 1 2 3 4 5 6 5x8 8x10 8x10 2x4 6-5-8 6-5-8 12-11-0 6-5-8 -0-11-4 0-11-4 6-5-8 6-5-8 12-11-0 6-5-8 13-10-4 0-11-4 0-9-07-2-80-9-012.00 12 Plate Offsets (X,Y): [2:0-3-15,Edge], [4:0-3-15,Edge] LOADING (psf) TCLL 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) 0.98 0.90 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.03 -0.07 0.01 0.03 (loc) 4-6 4-6 4 2-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 137 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF Stud WEDGE Left: 2 X 10 SYP No.1, Right: 2 X 10 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=2789/0-3-8, 4=2789/0-3-8 Max Horz 2=215(LC 4) Max Uplift 2=-610(LC 5), 4=-610(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2764/578, 3-4=-2764/578 BOT CHORD 2-6=-208/1341, 4-6=-208/1341 WEBS 3-6=-49/547 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 6 - 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=610, 4=610. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 936 lb down and 166 lb up at 22-5-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-360(F=-300), 3-5=-360(F=-300), 2-4=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss GR3 Truss Type ROOF TRUSS Qty 1 Ply 2 SOUTHILL ELEV. A Job Reference (optional) I4601311 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:32 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale: 3/8"=1’ 1-3 3-5 2-4 3-6 1 2 3 4 5 6 7x16 MT18H 4x8 4x8 2x4 5-0-0 5-0-0 10-0-0 5-0-0 -0-11-4 0-11-4 5-0-0 5-0-0 10-0-0 5-0-0 10-11-4 0-11-4 0-4-134-6-130-4-1310.00 12 Plate Offsets (X,Y): [2:0-2-2,0-2-0], [4:0-2-2,0-2-0] LOADING (psf) TCLL 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 0.34 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.01 -0.03 0.01 0.01 (loc) 4-6 4-6 4 2-6 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 81 lb GRIP 197/144 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 6 SPF No.2 WEBS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=2235/0-3-8, 4=2235/0-3-8 Max Horz 2=-134(LC 3) Max Uplift 2=-506(LC 5), 4=-506(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2196/443, 3-4=-2196/443 BOT CHORD 2-6=-199/1252, 4-6=-199/1252 WEBS 3-6=-5/379 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2 X 6 - 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=506, 4=506. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 853 lb down and 172 lb up at 49-2-5 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-360(F=-300), 3-5=-360(F=-300), 2-4=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss M1 Truss Type ROOF TRUSS Qty 2 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601312 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:32 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:36.1 2-13 1-7 7-8 8-13 6-9 5-10 4-11 3-12 Sheet Front Full Sheathing 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 13 12 11 10 9 8 3x6 3x6 2x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 6-0-0 6-0-0 -0-11-4 0-11-4 6-0-0 6-0-0 2-2-35-8-37.00 12 LOADING (psf) TCLL 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) 0.78 0.44 0.10 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in 0.00 -0.00 -0.00 0.00 (loc) 1 1 8 2 l/defl n/r n/r n/a n/r L/d 180 120 n/a 120 PLATES MT20 Weight: 38 lb 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 Stud OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 6-0-0. (lb) - Max Horz 13=176(LC 5) Max Uplift All uplift 100 lb or less at joint(s) 13, 8, 10, 11 except 12=-625(LC 5) Max Grav All reactions 250 lb or less at joint(s) 8, 9, 10, 11, 12 except 13=600(LC 5) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-251/20 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 13, 8, 10, 11 except (jt=lb) 12=625. 8) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss S1 Truss Type ROOF TRUSS Qty 3 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601314 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:33 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:57.4 4-5 5-7 2-14 6-13 9-123-15 3-13 3-12 5-12 8-12 8-11 1-4 7-10 13-1412 3 4 5 6 7 8 9 10 15 14 13 12 11 3x6 5x8 3x6 3x8 3x6 3x8 12x12 3x12 1.5x4 6x8 5x12 3x6 1.5x4 7-8-13 7-8-13 16-5-0 8-8-3 22-9-15 6-4-15 30-0-0 7-2-1 -0-11-4 0-11-4 7-8-13 7-8-13 15-0-0 7-3-3 16-5-0 1-5-0 22-9-15 6-4-15 30-0-0 7-2-1 30-11-4 0-11-4 0-4-59-1-50-4-54-5-37.00 12 4.00 12 Plate Offsets (X,Y): [2:0-8-1,0-0-6], [6:0-4-7,Edge], [9:0-4-4,0-1-8], [12:0-6-0,0-3-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.72 0.83 0.90 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.27 -0.73 0.56 0.22 (loc) 11-12 11-12 9 11-12 l/defl >999 >487 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 139 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 1-4,7-10: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SPF No.2 *Except* 9-12: 2 X 4 SYP No.1 WEBS 2 X 4 SPF Stud *Except* 3-13,3-12: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-13 REACTIONS (lb/size)2=1253/0-3-8, 9=1253/0-3-8 Max Horz 2=279(LC 4) Max Uplift 2=-250(LC 5), 9=-250(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1926/308, 3-4=-2189/264, 4-5=-2072/302, 5-6=-2684/375, 6-7=-2855/371, 7-8=-2959/335, 8-9=-4113/504 BOT CHORD 2-15=-251/1561, 14-15=-254/1555, 13-14=-254/1555, 12-13=-95/913, 11-12=-331/3627, 9-11=-333/3642 WEBS 3-15=0/360, 3-13=-1722/300, 3-12=-65/1744, 5-12=-166/2103, 8-12=-986/420, 8-11=0/316 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=250, 9=250. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss S2 Truss Type ROOF TRUSS Qty 4 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601315 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:33 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:54.2 4-5 5-6 2-11 8-11 5-11 7-11 7-10 3-11 3-12 1-4 6-9 1 2 3 4 5 6 7 8 9 12 11 10 3x6 5x8 3x6 3x12 3x12 6x10 3x6 1.5x4 3x6 1.5x4 7-10-9 7-10-9 15-0-0 7-1-7 22-1-7 7-1-7 30-0-0 7-10-9 -0-11-4 0-11-4 7-10-9 7-10-9 15-0-0 7-1-7 22-1-7 7-1-7 30-0-0 7-10-9 30-11-4 0-11-4 0-4-59-1-50-4-54-10-137.00 12 4.00 12 Plate Offsets (X,Y): [2:0-4-4,0-1-8], [8:0-4-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.94 0.87 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.34 -0.88 0.77 0.29 (loc) 11 11-12 8 11-12 l/defl >999 >403 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 123 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 1-4,6-9: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-0-2 oc bracing. WEBS 1 Row at midpt 7-11, 3-11 REACTIONS (lb/size)2=1253/0-3-8, 8=1253/0-3-8 Max Horz 2=279(LC 4) Max Uplift 2=-250(LC 5), 8=-250(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4059/667, 3-4=-2822/298, 4-5=-2713/337, 5-6=-2713/360, 6-7=-2822/321, 7-8=-4059/488 BOT CHORD 2-12=-604/3591, 11-12=-601/3582, 10-11=-316/3582, 8-10=-319/3591 WEBS 5-11=-171/2313, 7-11=-1096/482, 7-10=0/316, 3-11=-1096/471, 3-12=0/316 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=250, 8=250. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss S2A Truss Type ROOF TRUSS Qty 3 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601316 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:34 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:57.4 4-5 5-7 2-14 13-14 6-11 9-12 3-15 3-14 5-14 6-14 8-13 8-11 1-4 7-10 1 2 3 4 5 6 7 8 9 10 15 14 13 12 11 3x6 5x8 3x6 3x12 4x10 6x10 4x8 3x6 1.5x4 6x10 5x16 MT18H 6x10 7-10-9 7-10-9 15-0-0 7-1-7 20-11-0 5-11-0 30-0-0 9-1-0 -0-11-4 0-11-4 7-10-9 7-10-9 15-0-0 7-1-7 20-11-0 5-11-0 25-2-11 4-3-11 30-0-0 4-9-5 30-11-4 0-11-4 0-4-59-1-50-4-54-10-132-11-37.00 12 4.00 12 Plate Offsets (X,Y): [2:0-4-4,0-1-8], [9:0-0-5,Edge] LOADING (psf) TCLL 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) 0.95 0.88 0.76 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.35 -0.86 0.73 0.29 (loc) 12 12 9 12 l/defl >999 >413 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 128 lb GRIP 197/144 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 1-4: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SPF No.2 *Except* 2-14,13-14: 2 X 4 SYP No.1 WEBS 2 X 4 SPF Stud *Except* 5-14,8-13: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. Except: 10-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 3-14, 8-11 REACTIONS (lb/size)2=1264/0-3-8, 9=1276/0-3-8 Max Horz 2=-279(LC 3) Max Uplift 2=-243(LC 5), 9=-236(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4105/640, 3-4=-2868/271, 4-5=-2758/309, 5-6=-2840/333, 6-7=-3700/382, 7-8=-3773/367, 8-9=-2008/330 BOT CHORD 2-15=-580/3633, 14-15=-578/3625, 13-14=-205/3484, 11-13=-49/1139, 6-13=0/348, 9-11=-177/1675 WEBS 3-15=0/315, 3-14=-1091/472, 5-14=-145/2372, 6-14=-960/351, 8-13=-207/3096, 8-11=-1865/224 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=243, 9=236. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss S3 Truss Type ROOF TRUSS Qty 2 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601317 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:34 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale: 3/16"=1’ 4-7 7-9 2-16 15-16 8-13 11-14 3-17 5-17 5-16 6-16 7-16 7-15 12-15 10-15 10-121-4 9-11 1 2 3 4 5 6 7 8 9 10 11 17 16 15 14 13 12 3x6 4x8 3x6 4x10 8x8 2x4 2x4 4x8 3x4 1.5x4 3x4 1.5x4 4x8 8x10 3x6 7-10-9 7-10-9 15-0-0 7-1-7 20-11-0 5-11-0 27-2-11 6-3-11 34-0-0 6-9-5 -0-11-4 0-11-4 5-6-1 5-6-1 10-3-0 4-9-0 15-0-0 4-9-0 17-0-0 2-0-0 20-11-0 3-11-0 27-2-11 6-3-11 34-0-0 6-9-5 0-4-510-3-50-4-54-10-132-11-37.00 12 4.00 12 Plate Offsets (X,Y): [2:0-1-2,Edge], [11:Edge,0-0-2], [12:0-3-8,0-2-0], [15:0-2-8,0-3-4], [16:0-4-0,0-3-11] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.82 0.92 0.91 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.37 -0.97 0.69 0.34 (loc) 16-17 16-17 11 16-17 l/defl >999 >418 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 152 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 *Except* 2-16: 2 X 4 SYP No.1 WEBS 2 X 4 SPF Stud *Except* 7-16,7-15: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. Except: 10-0-0 oc bracing: 13-15 REACTIONS (lb/size)2=1431/0-3-8, 11=1370/0-2-2 (input: 0-1-8) Max Horz 2=323(LC 4) Max Uplift 2=-269(LC 5), 11=-214(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4825/868, 3-4=-4520/701, 4-5=-4451/722, 5-6=-3518/462, 6-7=-3449/550, 7-8=-2834/471, 8-9=-2770/374, 9-10=-2873/341, 10-11=-2343/361 BOT CHORD 2-17=-841/4284, 16-17=-556/3835, 15-16=-80/2177, 8-15=-291/217, 11-12=-213/1935 WEBS 5-17=-62/492, 5-16=-678/322, 7-16=-364/2492, 7-15=-352/762, 12-15=-237/2121, 10-15=-46/464, 10-12=-753/166 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) WARNING: Required bearing size at joint(s) 11 greater than input bearing size. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=269, 11=214. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss SGE6 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601318 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:35 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale: 3/16"=1’ 4-5 5-7 2-15 14-15 6-13 9-13 3-16 3-15 5-15 6-15 12-14 8-14 8-12 5-17 17-18 19-20 19-21 15-2223-2425-26 27-28 3-29 16-30 31-32 33-34 35-37 36-37 38-40 39-40 41-42 43-44 45-46 46-48 47-48 49-51 50-51 52-53 54-55 56-57 11-58 10-597-9 Sheet Front Right Option 5-0-0 1 Ply 1/2 BLUE DOW RYLAND 8 FT 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x6 6x8 3x6 3x12 8x8 3x8 3x6 4x10 3x6 3x8 5x12 3x6 2x4 2x4 8x8 7-10-9 7-10-9 15-0-0 7-1-7 20-11-0 5-11-0 27-2-11 6-3-11 29-0-0 1-9-5 34-0-0 5-0-0 -0-11-4 0-11-4 8-10-9 8-10-9 14-2-5 5-3-12 17-0-0 2-9-11 20-11-0 3-11-0 27-2-11 6-3-11 34-0-0 6-9-5 0-4-510-3-50-4-54-10-132-11-37.00 12 4.00 12 Plate Offsets (X,Y): [2:0-1-2,0-0-3], [9:0-0-11,Edge], [12:0-3-8,0-1-8], [15:0-4-0,0-3-11], [17:0-1-12,0-0-12], [37:0-1-12,0-0-12], [40:0-1-12,0-0-12], [46:0-2-0,0-2-8], [48:0-1-12 ,0-0-12], [51:0-2-0,0-2-8] LOADING (psf) TCLL 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) 0.95 0.96 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.30 -0.79 0.59 0.27 (loc) 15-16 15-16 9 2-16 l/defl >999 >459 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 223 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 4-5: 2 X 4 SYP No.1, 1-4: 2 X 4 SYP 2400F 2.0E BOT CHORD 2 X 4 SPF No.2 *Except* 2-15: 2 X 4 SYP No.1, 9-13: 2 X 4 SYP 2400F 2.0E WEBS 2 X 4 SPF Stud *Except* 5-15: 2 X 4 SPF No.2 OTHERS 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-3-6 oc bracing: 2-16 7-6-8 oc bracing: 15-16. REACTIONS All bearings 4-3-8 except (jt=length) 2=0-3-8. (lb) - Max Horz 2=323(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 11 except 2=-272(LC 5), 9=-167(LC 6), 10=-212(LC 9) Max Grav All reactions 250 lb or less at joint(s) 10 except 2=1368(LC 1), 9=999(LC 1), 11=619(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4526/765, 3-4=-3249/414, 4-5=-3116/459, 5-6=-2132/384, 6-7=-2455/391, 7-8=-2556/357, 8-9=-1832/340 BOT CHORD 2-16=-708/4009, 15-16=-740/3913, 14-15=-152/2243, 11-12=-192/1486, 10-11=-192/1486, 9-10=-192/1486 WEBS 3-16=0/394, 3-15=-1032/514, 5-15=-257/2406, 6-15=-457/253, 12-14=-216/1586, 8-14=-24/643, 8-12=-861/190 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except (jt=lb) 2=272, 9=167, 10=212. 9) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard PLYWOOD SHOWN IS NOT PART OF COMPONENT DESIGN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss ST1 Truss Type ROOF TRUSS Qty 10 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601319 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:50:31 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:56.4 4-5 5-7 2-12 6-11 9-11 3-13 5-13 5-12 10-12 8-12 8-10 1-4 7-9 1-4 1 2 3 4 5 6 7 8 9 13 12 11 10 14 4x8 4x6 3x6 3x8 2x4 3x6 3x6 2x4 5x6 6x16 3x6 3x12 2-3-8 2-3-8 9-10-4 7-6-12 17-5-0 7-6-12 23-5-11 6-0-11 30-0-0 6-6-5 30-1-4 0-1-4 -0-11-4 0-11-4 2-3-8 2-3-8 8-7-12 6-4-4 15-0-0 6-4-4 17-5-0 2-5-0 23-5-11 6-0-11 30-1-4 6-7-9 30-11-4 0-10-0 0-6-69-1-50-3-91-0-07.00 12 Plate Offsets (X,Y): [4:0-4-0,Edge], [9:0-5-10,0-2-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.84 0.91 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.68 0.30 0.25 (loc) 2-13 2-13 9 2-13 l/defl >999 >526 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 162 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 1-4: 2 X 6 SYP DSS BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF Stud *Except* 5-13,5-12: 2 X 4 SPF No.2 OTHERS 2 X 6 SYP DSS LBR SCAB 1-4 2 X 6 SYP DSS one side BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. Except: 1 Row at midpt 6-12 REACTIONS (lb/size)1=1193/0-3-8, 9=1188/0-3-8 Max Horz 1=-276(LC 3) Max Uplift 1=-196(LC 5), 9=-199(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-543/184, 2-3=-2152/383, 3-14=-2101/464, 4-14=-2086/469, 4-5=-2053/499, 5-6=-1632/395, 6-7=-1592/310, 7-8=-1692/278, 8-9=-1985/331 BOT CHORD 2-13=-337/1912, 12-13=-59/1133, 6-12=-264/168, 9-10=-191/1625 WEBS 3-13=-683/355, 5-13=-299/1024, 5-12=-216/786, 10-12=-184/1565, 8-12=-324/202 NOTES 1) Attached 11-6-9 scab 1 to 4, front face(s) 2 X 6 SYP DSS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except : starting at 1-3-3 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-0-0; starting at 8-11-1 from end at joint 1, nail 2 row(s) at 7" o.c. for 2-6-15. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=196, 9=199. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss T4 Truss Type ROOF TRUSS Qty 7 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601320 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:36 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:52.4 1-4 4-7 2-8 4-8 5-83-8 6-81 2 3 4 5 6 7 8 4x6 5x6 5x12 1.5x4 1.5x4 5x6 10-0-0 10-0-0 20-0-0 10-0-0 -0-11-4 0-11-4 5-1-15 5-1-15 10-0-0 4-10-1 14-10-1 4-10-1 20-0-0 5-1-15 20-11-4 0-11-4 0-4-138-8-130-4-1310.00 12 Plate Offsets (X,Y): [2:0-1-6,Edge], [6:0-1-6,Edge], [8:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.43 0.78 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.17 -0.45 0.03 0.05 (loc) 6-8 6-8 6 2-8 l/defl >999 >521 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 79 lb 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 Stud *Except* 4-8: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=853/0-3-8, 6=853/0-3-8 Max Horz 2=267(LC 4) Max Uplift 2=-172(LC 5), 6=-172(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-958/192, 3-4=-747/210, 4-5=-747/210, 5-6=-958/192 BOT CHORD 2-8=-121/681, 6-8=-48/681 WEBS 4-8=-111/588, 5-8=-258/226, 3-8=-258/225 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=172, 6=172. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss T4A Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601321 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:36 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:52.4 1-4 4-7 2-8 4-8 5-83-8 6-81 2 3 4 5 6 7 8 4x6 5x6 5x12 1.5x4 1.5x4 5x6 10-0-0 10-0-0 20-0-0 10-0-0 -0-11-4 0-11-4 5-1-15 5-1-15 10-0-0 4-10-1 14-10-1 4-10-1 20-0-0 5-1-15 20-11-4 0-11-4 0-4-138-8-130-4-1310.00 12 Plate Offsets (X,Y): [2:0-1-6,Edge], [6:0-1-6,Edge], [8:0-6-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.43 0.78 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.17 -0.45 0.03 0.05 (loc) 6-8 6-8 6 2-8 l/defl >999 >521 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 79 lb 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 Stud *Except* 4-8: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=853/0-3-8, 6=853/0-3-8 Max Horz 2=267(LC 4) Max Uplift 2=-172(LC 5), 6=-172(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-958/192, 3-4=-747/210, 4-5=-747/210, 5-6=-958/192 BOT CHORD 2-8=-121/681, 6-8=-48/681 WEBS 4-8=-111/588, 5-8=-258/226, 3-8=-258/225 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=172, 6=172. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss T4B Truss Type ROOF TRUSS Qty 4 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601322 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:36 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:54.6 1-4 4-7 1-9 4-8 5-8 4-10 3-10 1-2 6-9 1 2 3 4 5 6 7 10 9 8 4x6 3x6 3x4 1.5x4 3x4 1.5x4 5x6 3x4 3x4 3x6 6-9-5 6-9-5 13-2-11 6-5-6 20-0-0 6-9-5 5-1-15 5-1-15 10-0-0 4-10-1 14-10-1 4-10-1 20-0-0 5-1-15 20-11-4 0-11-4 0-3-88-8-130-4-1310.00 12 Plate Offsets (X,Y): [1:0-2-13,0-0-6], [6:0-6-3,0-0-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.30 0.39 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.05 -0.14 0.02 0.04 (loc) 6-8 6-8 6 6-8 l/defl >999 >999 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 87 lb 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.2 *Except* 5-8,3-10: 2 X 4 SPF Stud SLIDER Left 2 X 4 SPF Stud 3-0-14 BRACING TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=779/0-3-8, 6=848/0-3-8 Max Horz 1=-278(LC 3) Max Uplift 1=-117(LC 5), 6=-171(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-961/153, 2-3=-809/175, 3-4=-859/282, 4-5=-882/280, 5-6=-1000/176 BOT CHORD 1-10=-112/669, 9-10=-6/464, 8-9=-6/464, 6-8=-39/689 WEBS 4-8=-162/408, 4-10=-164/375 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=117, 6=171. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss T5 Truss Type ROOF TRUSS Qty 6 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601323 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:37 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:67.2 4-5 5-6 2-13 5-12 7-12 7-10 3-12 3-14 1-4 6-9 8-1111-1312 3 4 5 6 7 8 9 14 13 12 11 10 3x6 5x10 MT18H 3x6 3x12 3x6 3x8 3x6 1.5x4 3x6 1.5x4 3x6 3x12 8-8-13 8-8-13 17-0-0 8-3-3 25-3-3 8-3-3 34-0-0 8-8-13 -0-11-4 0-11-4 8-8-13 8-8-13 17-0-0 8-3-3 25-3-3 8-3-3 34-0-0 8-8-13 34-11-4 0-11-4 0-4-510-3-50-4-57.00 12 Plate Offsets (X,Y): [2:1-0-1,0-0-14], [8:1-0-1,0-0-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.68 0.89 0.33 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.45 0.12 0.16 (loc) 8-10 8-10 8 2-14 l/defl >999 >891 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 139 lb GRIP 197/144 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 1-4,6-9: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* 7-10,3-14: 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. WEBS 1 Row at midpt 7-12, 3-12 REACTIONS (lb/size)2=1413/0-3-8, 8=1413/0-3-8 Max Horz 2=315(LC 4) Max Uplift 2=-276(LC 5), 8=-276(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2197/362, 3-4=-1494/298, 4-5=-1362/343, 5-6=-1362/344, 6-7=-1494/299, 7-8=-2197/362 BOT CHORD 2-14=-301/1786, 13-14=-301/1786, 12-13=-301/1786, 11-12=-158/1786, 10-11=-158/1786, 8-10=-158/1786 WEBS 5-12=-123/902, 7-12=-740/301, 7-10=0/370, 3-12=-740/300, 3-14=0/370 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) All plates are MT20 plates unless otherwise indicated. 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) except (jt=lb) 2=276, 8=276. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss T5A Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601324 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:37 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:66.0 3-4 4-5 1-11 4-10 6-10 6-8 2-10 2-12 1-3 5-7 7-99-11 1 2 3 4 5 6 7 12 11 10 9 8 3x6 5x10 MT18H 3x6 3x12 3x6 3x8 3x6 1.5x4 3x6 1.5x4 3x12 3x6 8-8-13 8-8-13 17-0-0 8-3-3 25-3-3 8-3-3 34-0-0 8-8-13 8-8-13 8-8-13 17-0-0 8-3-3 25-3-3 8-3-3 34-0-0 8-8-13 0-4-510-3-50-4-57.00 12 Plate Offsets (X,Y): [1:1-0-1,0-0-14], [7:1-0-1,0-0-14] LOADING (psf) TCLL 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) 0.71 0.94 0.33 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.15 -0.48 0.12 0.18 (loc) 7-8 7-8 7 7-8 l/defl >999 >846 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 136 lb GRIP 197/144 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 1-3,5-7: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* 6-8,2-12: 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-4-14 oc bracing. WEBS 1 Row at midpt 6-10, 2-10 REACTIONS (lb/size)1=1352/0-3-8, 7=1352/Mechanical Max Horz 1=-312(LC 3) Max Uplift 1=-226(LC 5), 7=-226(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2212/370, 2-3=-1504/302, 3-4=-1372/347, 4-5=-1372/347, 5-6=-1504/302, 6-7=-2221/372 BOT CHORD 1-12=-321/1800, 11-12=-321/1800, 10-11=-321/1800, 9-10=-197/1812, 8-9=-197/1812, 7-8=-197/1812 WEBS 4-10=-128/915, 6-10=-759/310, 6-8=0/373, 2-10=-747/307, 2-12=0/371 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=226, 7=226. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss T5B Truss Type HOWE Qty 2 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601325 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:38 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:66.6 2-12 4-5 5-6 3-13 5-11 7-9 3-11 7-11 8-1010-12 1-4 6-8 1 2 3 4 5 6 7 8 13 12 11 10 93x12 3x6 3x6 5x10 MT18H 3x6 1.5x4 3x6 3x8 1.5x4 3x6 3x6 3x12 8-8-13 8-8-13 17-0-0 8-3-3 25-3-3 8-3-3 34-0-0 8-8-13 -0-11-4 0-11-4 8-8-13 8-8-13 17-0-0 8-3-3 25-3-3 8-3-3 34-0-0 8-8-13 0-4-510-3-50-4-57.00 12 Plate Offsets (X,Y): [2:1-0-1,0-0-14], [8:1-0-1,0-0-14] LOADING (psf) TCLL 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 0.92 0.33 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.14 -0.46 0.12 0.18 (loc) 8-9 8-9 8 8-9 l/defl >999 >875 n/a >999 L/d 360 240 n/a 240 PLATES MT20 MT18H Weight: 137 lb GRIP 197/144 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 *Except* 1-4,6-8: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SPF No.2 WEBS 2 X 4 SPF No.2 *Except* 3-13,7-9: 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-7-15 oc bracing. WEBS 1 Row at midpt 3-11, 7-11 REACTIONS (lb/size)2=1414/0-3-8, 8=1347/0-3-8 Max Horz 2=323(LC 4) Max Uplift 2=-277(LC 5), 8=-225(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2199/362, 3-4=-1496/300, 4-5=-1364/345, 5-6=-1364/344, 6-7=-1496/299, 7-8=-2203/369 BOT CHORD 2-13=-313/1788, 12-13=-313/1788, 11-12=-313/1788, 10-11=-194/1793, 9-10=-194/1793, 8-9=-194/1793 WEBS 3-13=0/370, 5-11=-126/905, 7-9=0/371, 3-11=-740/301, 7-11=-746/307 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) All plates are MT20 plates unless otherwise indicated. 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) except (jt=lb) 2=277, 8=225. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss T6 Truss Type ROOF TRUSS Qty 8 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601326 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:38 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:92.2 4-6 6-7 13-14 11-13 3-15 3-13 5-13 5-12 6-12 8-12 8-10 2-16 2-15 1-4 7-9 9-11 1 2 3 4 5 6 7 8 9 16 15 14 13 12 11 10 3x6 5x8 3x6 4x6 6x8 3x6 3x6 5x6 3x8 4x8 3x6 1.5x4 3x12 6x8 4x8 8-4-5 8-4-5 16-5-2 8-0-13 23-0-0 6-6-14 31-3-3 8-3-3 40-0-0 8-8-13 -0-11-4 0-11-4 8-4-5 8-4-5 16-5-2 8-0-13 23-0-0 6-6-14 31-3-3 8-3-3 40-0-0 8-8-13 2-2-315-7-30-4-55-3-147.00 12 4.00 12 Plate Offsets (X,Y): [2:0-3-8,Edge], [9:0-0-5,Edge], [16:1-0-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.86 0.84 0.60 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.21 -0.62 0.33 0.22 (loc) 13-15 13-15 9 13-15 l/defl >999 >772 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 184 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SYP No.1 *Except* 6-7,7-9: 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 *Except* 9-11: 2 X 4 SYP No.1 WEBS 2 X 4 SPF No.2 *Except* 3-15,5-13,8-10: 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-5-5 oc bracing. WEBS 1 Row at midpt 3-13, 5-12, 8-12 REACTIONS (lb/size)16=1658/0-5-8, 9=1591/Mechanical Max Horz 16=419(LC 4) Max Uplift 16=-309(LC 5), 9=-245(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3164/700, 3-4=-3077/632, 4-5=-2948/677, 5-6=-1933/479, 6-7=-1837/491, 7-8=-1971/446, 8-9=-2694/456, 2-16=-1636/472 BOT CHORD 15-16=-479/427, 14-15=-811/2759, 13-14=-794/2795, 12-13=-522/2522, 11-12=-297/2216, 10-11=-297/2216, 9-10=-297/2216 WEBS 3-15=-447/205, 5-13=-208/1038, 5-12=-1300/473, 6-12=-311/1427, 8-12=-755/307, 8-10=0/386, 2-15=-394/2436 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 16=309, 9=245. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss T7 Truss Type HOWE Qty 10 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601327 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:38 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:56.0 4-5 5-6 2-11 5-10 7-10 5-12 3-12 1-4 6-9 8-111 2 3 4 5 6 7 8 9 12 11 10 3x6 4x8 3x6 4x8 3x6 3x4 1.5x4 3x4 1.5x4 4x8 10-1-14 10-1-14 19-10-2 9-8-5 30-0-0 10-1-14 -0-11-4 0-11-4 7-8-13 7-8-13 15-0-0 7-3-3 22-3-3 7-3-3 30-0-0 7-8-13 30-11-4 0-11-4 0-4-59-1-50-4-57.00 12 Plate Offsets (X,Y): [2:0-1-1,Edge], [8:0-1-1,Edge] LOADING (psf) TCLL 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 0.87 0.29 DEFL Vert(LL) Vert(TL) Horz(TL) Wind(LL) in -0.24 -0.70 0.08 0.16 (loc) 2-12 2-12 8 2-12 l/defl >999 >513 n/a >999 L/d 360 240 n/a 240 PLATES MT20 Weight: 110 lb 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.2 *Except* 7-10,3-12: 2 X 4 SPF Stud BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)2=1253/0-3-8, 8=1253/0-3-8 Max Horz 2=-278(LC 3) Max Uplift 2=-250(LC 5), 8=-250(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1861/330, 3-4=-1664/343, 4-5=-1548/383, 5-6=-1548/383, 6-7=-1664/343, 7-8=-1861/330 BOT CHORD 2-12=-272/1532, 11-12=-51/1022, 10-11=-51/1022, 8-10=-146/1532 WEBS 5-10=-163/674, 7-10=-422/292, 5-12=-163/674, 3-12=-422/292 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=250, 8=250. 5) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss V1 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601328 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:39 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:63.3 1-4 4-7 1-9 4-11 3-12 2-13 5-10 6-8 7-9 1 2 3 4 5 6 7 13 12 11 10 9 8 3x4 4x6 3x4 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 20-7-2 20-7-2 10-3-9 10-3-9 20-7-2 10-3-9 10-3-912.00 12 LOADING (psf) TCLL 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) 0.22 0.10 0.19 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: 84 lb 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 Stud *Except* 4-11: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-11 REACTIONS All bearings 20-7-2. (lb) - Max Horz 1=312(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 7 except 1=-105(LC 3), 12=-248(LC 5), 13=-201(LC 5), 10=-248(LC 6), 8=-201(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 7, 11 except 12=340(LC 9), 13=272(LC 1), 10=340(LC 10), 8=272(LC 1) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-330/179, 6-7=-280/104 WEBS 3-12=-258/298, 5-10=-258/297 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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) 7 except (jt=lb) 1=105, 12=248, 13=201, 10=248, 8=201. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss V2 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601329 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:39 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:58.3 1-3 3-5 1-7 3-8 2-9 4-6 5-7 1 2 3 4 5 9 8 7 63x8 4x6 3x8 3x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 18-3-2 18-3-2 9-1-9 9-1-9 18-3-2 9-1-9 9-1-912.00 12 Plate Offsets (X,Y): [1:0-6-1,Edge], [5:0-2-9,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.31 0.24 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 69 lb 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 Stud *Except* 3-8: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-8 REACTIONS All bearings 18-3-2. (lb) - Max Horz 1=-275(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 9=-311(LC 5), 6=-310(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 8 except 9=423(LC 9), 6=423(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-299/337, 4-6=-299/336 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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, 5 except (jt=lb) 9=311, 6=310. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss V3 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601330 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:39 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:49.2 1-3 3-5 1-5 3-7 2-8 4-6 1 2 3 4 5 8 7 63x4 4x6 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 15-11-2 15-11-2 7-11-9 7-11-9 15-11-2 7-11-9 7-11-912.00 12 Plate Offsets (X,Y): [1:0-1-8,0-1-8], [5:0-0-9,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.20 0.13 0.15 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 59 lb 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 Stud *Except* 3-7: 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 15-11-2. (lb) - Max Horz 1=239(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-258(LC 5), 6=-258(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=352(LC 9), 6=352(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-255/288, 4-6=-255/287 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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, 5 except (jt=lb) 8=258, 6=258. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss V4 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601331 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:39 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:42.2 1-3 3-5 1-5 3-7 2-8 4-6 1 2 3 4 5 8 7 63x4 4x6 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 13-7-2 13-7-2 6-9-9 6-9-9 13-7-2 6-9-9 6-9-912.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.20 0.11 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: 49 lb 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 Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 13-7-2. (lb) - Max Horz 1=-202(LC 3) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-218(LC 5), 6=-217(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=298(LC 9), 6=298(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-224/254, 4-6=-224/253 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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, 5 except (jt=lb) 8=218, 6=217. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss V5 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601332 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:40 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:35.4 1-3 3-5 1-5 3-7 2-8 4-61 2 3 4 5 8 7 63x4 4x6 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 11-3-2 11-3-2 5-7-9 5-7-9 11-3-2 5-7-9 5-7-912.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.20 0.11 0.11 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 5 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 38 lb 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 Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 11-3-2. (lb) - Max Horz 1=166(LC 4) Max Uplift All uplift 100 lb or less at joint(s) 1, 5 except 8=-205(LC 5), 6=-205(LC 6) Max Grav All reactions 250 lb or less at joint(s) 1, 5, 7 except 8=282(LC 9), 6=282(LC 10) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-225/257, 4-6=-225/256 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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, 5 except (jt=lb) 8=205, 6=205. 6) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss V6 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601333 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:40 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:29.2 1-2 2-3 1-3 2-4 1 2 3 42x4 4x6 2x4 1.5x4 8-11-2 8-11-2 4-5-9 4-5-9 8-11-2 4-5-9 4-5-912.00 12 LOADING (psf) TCLL 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) 0.40 0.21 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 28 lb 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 Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=201/8-11-2, 3=201/8-11-2, 4=256/8-11-2 Max Horz 1=-129(LC 3) Max Uplift 1=-64(LC 6), 3=-64(LC 6) Max Grav 1=201(LC 1), 3=201(LC 1), 4=257(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss V7 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601334 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:40 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:22.2 1-2 2-3 1-3 2-4 1 2 3 4 2x4 4x6 2x4 1.5x4 6-7-2 6-7-2 3-3-9 3-3-9 6-7-2 3-3-9 3-3-912.00 12 LOADING (psf) TCLL 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) 0.21 0.11 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 3 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 20 lb 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 Stud BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=144/6-7-2, 3=144/6-7-2, 4=183/6-7-2 Max Horz 1=-92(LC 3) Max Uplift 1=-46(LC 6), 3=-46(LC 6) Max Grav 1=144(LC 1), 3=144(LC 1), 4=184(LC 2) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 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) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 Job Q1421009 Truss V8 Truss Type ROOF TRUSS Qty 1 Ply 1 SOUTHILL ELEV. A Job Reference (optional) I4601335 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Jan 20 08:47:40 2011 Page 1 CARTER-LEE BUILDING COMPONENTS, MOORESVILLE, IN 46158 Scale = 1:9.2 1-2 2-3 3-4 1-4 1 2 3 4 3x4 3x4 3x4 3x4 4-3-2 4-3-2 1-3-12 1-3-12 2-11-6 1-7-10 4-3-2 1-3-12 1-3-121-3-1212.00 12 Plate Offsets (X,Y): [2:0-1-8,Edge], [3:0-1-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 10.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IRC2006/TPI2002 CSI TC BC WB (Matrix) 0.07 0.07 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - 4 l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 10 lb GRIP 197/144 LUMBER TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-2 oc purlins, except 2-0-0 oc purlins: 2-3. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size)1=142/4-3-2, 4=142/4-3-2 Max Horz 1=-32(LC 3) Max Uplift 1=-18(LC 5), 4=-18(LC 6) FORCES (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.0psf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (low-rise) gable end zone; cantilever left and right exposed ; Lumber DOL=1.15 plate grip DOL=1.15 3) Provide adequate drainage to prevent water ponding. 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, 4. 7) This truss is designed in accordance with the 2006 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. 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 paramenters 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 the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ProBuild - East Region 50 Twosome Drive, Suite #5 Moorestown, NJ 08057 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component available from Truss Plate Institute, 281 N. Lee Street, Suite 312, Alexandria, VA 22314.Safety Information January 20,2011 edge of truss.from outside"16/1-0PRODUCT CODE APPROVALSJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGLATERAL BRACING LOCATIONIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.The first dimension is the plate width measured perpendicular to slots. Second dimension isthe length parallel to slots.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- Center plate on joint unless x, yoffsets are indicated.Dimensions are in ft-in-sixteenths.Apply plates to both sides of trussand fully embed teeth.1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering System1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1.2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative T, I, or Eliminator bracing should be considered.3. Never exceed the design loading shown and never stack materials on inadequately braced trusses.4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties.5. Cut members to bear tightly against each other.6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1.7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1.8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication.9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber.10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection.11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements.12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified.13. Top chords must be sheathed or purlins provided at spacing indicated on design.14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted.15. Connections not shown are the responsibility of others.16. Do not cut or alter truss member or plate without prior approval of an engineer.17. Install and load vertically unless indicated otherwise.18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use.19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient.20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.Failure to Follow Could Cause PropertyDamage or Personal InjuryGeneral Safety Notes*Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenths (Drawings not to scale)' 2006 MiTekfi All Rights ReservedWEBSedge of truss.from outside"16/1-0ICC-ES Reports:ESR-1311, ESR-1352, ER-5243, 9604B,9730, 95-43, 96-31, 9667ANER-487, NER-56195110, 84-32, 96-67, ER-3907, 9432AJOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISEAROUND THE TRUSS STARTING AT THE JOINT FARTHEST TOTHE LEFT.CHORDS AND WEBS ARE IDENTIFIED BY END JOINTNUMBERS/LETTERS.W 4 - 6 W3-6W3 - 7 W2-7W1-7C1-8 C5-6C6-7C7-8C4-5 C3-4C2-3C1-2TOP CHORD TOP CHORD 87654321BOTTOM CHORDSTOP CHORDSBEARINGIndicates location where bearings(supports) occur. Icons vary butreaction section indicates jointnumber where bearings occur.Indicated by symbol shown and/orby text in the bracing section of theoutput. Use T, I or Eliminator bracingif indicated.4 x 4PLATE SIZEThis symbol indicates the required direction of slots inconnector plates."16/1For 4 x 2 orientation, locateplates 0- 1"4/3PLATE LOCATION AND ORIENTATIONSymbolsNumbering SystemGeneral Safety Notes*Plate location details available in MiTek 20/20software or upon request.Industry Standards:ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses.6-4-8dimensions shown in ft-in-sixteenthsWEBS50 Twosome Drive, Suite #5Moorestown, NJ 08057Pro-Build - East Region